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Home My WebLink AboutCT 08-03; LA COSTA TOWN SQUARE; RETAINING WALL DESIGN CALCULATIONS FOR PRECISE GRADING; 2013-07-31V DESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2500 PSF + 1/3 INCR. PER SOILS REPORT. ALLOWABLE LA TERAL PASSIVE = 266 PCF. EQUIVALENT FLUID PRESSURE FOR 2 TO I BACKFILL = 60 PSF PLUS 16H SEISMIC PER SOILS REPORT 2 TO I BACKFILL SURCHARGE BACKFILL W/ GRANULAR NON-EXPANSIVE SOIL HORZ. CONT 24" O/C 8X16 CMU SOLID GROUTED W/SPCL. INSPECTION REQD. DAVIDSON COMMUNITIES LA COSTA TOWN CENTER 4 DIA. SDR 35 PERF PIPE W/ 1 CF. 3/4" GRAVEL WRAPPED W/ MIRAFI UON FIL TER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL. 'H' BAR £4 HORZ. CONT @ 12" O/C TOP AND BOTTOM AS SHOWN NOTE" PROVIDE 15" WIDE SHEAR KEY FOR 8' HIGH WALL 'A' 'C V 'F' DOWEL 'G' VERT 'H' B.AR > -j-> 1 2'-0' 2'-0' N/A 1'-9" 6" 0@32" O/C iJJ" 8" —1 N/A N/A 6" 2'-8' 2'-8' N/A 2-3" 12" fj/4m2" O/C i41" 72" J N/A N/A 9" 3'-4" 3'-4" N/A 2'-9" 15" #4@32" O/C ,49" 15"-^ N/A i4®32" O/C 18" 15" 12" 4'-0" 4-0" N/A J'-J" 21" #4@16" O/C |57" 75"J N/A #4(3)16" O/C 24" 21" 12" 4-8" 4'-8" N/A 3'-9" 27" /5@/5" O/C i65" 18"-J N/A #4@16" O/C 30" 24" 15" 5'-4" 3-4" 2'-0" 4'-3" 32" /5@76" O/C 1 73' 24"-J N/A #5m6" O/C 33" 24" 21" 6'-0" 3'-4" 2'-8" 4-9" 36" #5m6" O/C 141" 30"-A #4@16" o/c i5®16" O/C 36" 27" 24" 6-8" 4'-0" 2'-8" 5-3" 42" #5m" o/c ,41" JJ"J jll4@16" O/C /5(S>76" O/C 42'] 30" 27" r-4" 4-0" 3'-4" 6-3" 48" /5@S" o/c 49" 36"-1 #4@16" O/C #5@76" O/C 45" 39" 30" 8'-0" 4'-0" 4'-0" 6'-9" 51" 07m" o/c 57" 39"-J #4m6" O/C #6@16" O/C 45" 18" 33" RETAINING WALL NOTES: MATERIALS: COimETE: fc " 4S00 PSI S> 28 DAYS. RBNFORaNG STEEL: ASTM A-61S GRADE 60. CONCRETE MASONRY UNITS: ASm C 90 MORTAR: USEOBP TYPES PER ASTM C270 GRtXTT: USE2000 PSI® 28 DAYS PER ASTM C 476. CEME^TT: PORTLAND CEMBITPER ASTM C-ISO TYPE V. GENERAL NOTES: 1. AU MATERIALS, PRODUCTS, tmRKMENSHIP, TESTING AND INSPECTION SHAU COMPLY WITH THE 2010 CBC 2. AIL FOOTINGS SHAU BE POURED ON UNDISTURBED NATURAL GROUND OR ON UNDISTURBED ENGIN^RED HLL 3. WALL SHAU. BE UtID TRUE AND PLUMB, AND ALL cms SHAU BE GROUTED SOUD 4. ALL SPUCES SHAU BE 48 BAR DIAMETERS. 5. AU VERTICAL AND HORIZONTAL BARS SHAU BE TIED TOGETHER. 6. DO NOT USE HEAVY COMPACTION EQUIPMENT ADJACENT TO THE WAU. THE CXJNTRACTOR SHAU BE RESPONSIBLE FOR ANY DAMAGE TO THE WAU RESULTING FROM INAPPROPRIATE COMPACTION TECNIQUESAND EQUIPMENTS. 7. THE RETAINING WAUS SHAU NOT BE BACKFILLED UNTIL AT LEAST 14 DAYS- UNLESS PROPER SHORING IS PROVIDED. 8. WALLS SHOULD BE GROUTED AT 4'HEIGHT INTERVALS. GROWING SHOULD BE PERFORMED AS SOON AS POSSIBLE AFTER THE CONCRETE/MASONRY UNITS ARE PLACED. 9. PROVIDE CONTROL X}INTS AT 40'O/C MAX. 10. BUILDING DEPARTMENT INSPECnON SHAU BE OF THE FOUOWING STEPS: 1st FOUNDATION TRBICH Wmf SECURSI RBNFORaNG STEEL 2nd. BLOCK WAU WITH REINFORCING STEB. BEFORE GROUT. 3rtl. MID-HBGHT GROUTING FOR WALLS OKBR 4' HIGH. 4th. GROUTED WAU AND DRAINAGE SYSTEM. 5th. BACKFIU AND FINAL 11. OMFT HEAD JOINTS AT FIRST COURSE AT EVERY32" O/C WITH 1 CU. FT, OF % 'GRAVEL FOR WEEPHOLE WHEN THE WAU IS LESS THAN 3'HIGH. 12. PROVIDE 4'DSDR 35 PERFORATED PIPE WITH PERFORATIONS DOWN ATI % MIN. SLOPE WTTH 1 CF. OF 3/4' Cmm WRAPPED WITH MIRAFI 140N FILTER FABRIC OR EQUAL BACK DRAINAGE SYSTEM SHAU HAVE TEE CONNECTION AND NON- PERFORATED 2" O OUTIET PIPE AT EVERY 10'O/C THROUGH THE WAU AT2% SLOPE ABOVE THE RNISHED SURFACE. NATURAL SOIL OR tXmPACTED RLL BLOCK WALL W/RBNFORaNG PEK DETAILS. *4H0RZ rXINT. S> TOPASREQtmtB)- PR0VIDE24" MIN. LAP AND MAINTAIN 3" CLEAR FROM SOIL *4 HORZ. CONT, # flOTTCW - PROVtOE 24' Mm. UP AND MAINTAIN 3' CLEAR FROM SOIL FOOTING STEP DETAIL TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-0" retain w/ 2 to 1 backfill 16fi Job # : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in Fiie: c:\documents and settings\tinallis\my doc Retain Pro 9© 1989 - 2011 Ver: 9.27 8171 Registration #: RP.1194015 RP9.27 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 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 = 0.0 lbs Axiai Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | = 16.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60,0 psf'ft Toe Active Pressure 0.0 psf/ft Passive Pressure 266.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem 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 Uniform Seismic Force = 32.000 Total Seismic Force = 96.000 E Thumbnail J Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above./Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ff 0.00 in 0.00 ft Line Load 0.0 ft 0.300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Titie : 2'-0" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallls\my doc Retain Pro 9 ® 1989 - 2011 Ver: 9.27 8171 Registration #: RP.1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Wali Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Jf Stem Construction | Top stem •• ^VMBMMMBIII^^HMMaHBBMMBMM Stem Ol Design Heigiit Above Ft£ 1,33 Ratio < 1.51 Wall Material Above "Ht" 1.30 RatiQ< 1.5! . Thickness \ 1}!^* Rebar Size 653 lbs 7.59 in Soil Pressure Less Than Allowable 1,796 psf OK 0 psf OK 3,300 psf ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,514 psf 0 psf 6.6 psi OK 2.8 psi OK 75,0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability 393.2 lbs 314.0 lbs 196.0 lbs 0.0 lbs OK 79.8 lbs NG Rebar Spacing : Rebar Placed at : Design Data fb/FB + fa/Fa Total Force @ Section lbs = MomenL...Actual ft-#: Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.128 165.4 125.4 979.0 2.6 51.6 84.0 5.25 24.00 6.00 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 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi = 1,500 24,000 Yes 21,48 1.333 in = 7.60 = Normal Weight = ASD psi = psi = FootingDi^^ ^^^^^ootin^ 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 (g Top 2.00 { 0.50 ft 1.25 1.75 12.00 in 12.00 in 4.00 in 0,50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Factored Pressure = 2,514 Mu': Upward = 385 Mu': Downward = 65 Mu: Design = 321 Actual 1-Way Shear = 6.61 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = 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 Heel 0 psf 0 ft-# 155 ft-# 155ft-# 2.84 psi 75.00 psi TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title^ : 2'-0" retain w/ 2 to 1 backfill 16h Job# : ...New... Dsgnr: Description.... Page: Date: fWAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 325.1 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 68.2 1.10 0.50 1.80 356,7 122.7 479.3 Total = 393.2 O.T.M. = Resisting/Overturning Ratio = 1.33 Vertical Loads used for Soil Pressure = 653.2 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1,1 per IBC '09, 1807.2.3. Force .RESISTING Distance Moment lbs ft ft-# Soil Over Heel = 134.2 1.46 195.7 Sloped Soil Over Heel = 9.8 1.56 15.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 28.8 0.25 7.2 Surcharge Over Toe = Stem Weight(s) = 168.0 0.83 140.0 Earth @ Stem Transitions = Footing Weighl = 262.5 0,88 229.7 Key Weight = 50.0 1.00 50.0 Vert, Component = Total = 653.2 lbs R.M.= 637,8 * Axial live load NOT included in total displayed, or used for overturnina resistance, but is included for soil pressure calculation. DESIGNER NOTES: ) TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-0" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr: Description,... Page: Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J 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 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 = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summaty Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.86 OK 1.55 OK 678 lbs 5.08 in Lateral Sliding Force less 100% Passive Force : less 100% Friction Force •• Added Force Req'd •• ....for 1.5 : 1 Stability 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 Soil Data Allow Soil Bearing = 2,500,0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingljSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail I L];j;2i^||^i^j2^li^££^^ ^ Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem Soil Pressure @ Toe = 1,002 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,402 psf ACI Factored @ Heel = 0 psf Footing Shear (g Toe = 4.1 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 75.0 psi Sliding Calcs {Vertical Component NOT Used) 325.1 lbs 300.0 lbs 203.5 lbs 0.0 lbs OK 0.0 lbs OK 0.0 #./ft 0.00 ft 0.00 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Top Stem Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge = 0.109 Total Force @ Section lbs = 120.0 Moment....Actual ft-#= 80.0 Moment Allowable = 734.5 Shear Actual psi = 1.9 Shear Allowable psi = 38.7 Wall Weight = 84.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: 1.500 24,000 Yes 21,48 1.000 7.60 Normal Weight ASD psi- psi : TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 2'-0" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 This Wall in File: C:\Documents and Settings\TMALLIS\My 1 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | 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 = 6.00 in Key Distance from Toe = \ 0.50 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 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: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Toe 1,402 261 65 196 4,13 75,00 None Spec'd None Spec'd None Spec'd Heel 0 psf 8 ft-# 155 ft-# 147ft-# 2.68 psi 75.00 psi ^Summar^fOvert^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 325,1 1,10 0.50 356.7 Total = 325.1 O.T.M. = 356.7 1.86 678.2 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads 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 Weigh! = Key Weight = Vert. Component = Force lbs .RESISTING Distance ft 134,2 9.8 1,46 1.56 Moment ft-# 195.7 15.2 28.8 0.25 7.2 168.0 0,83 140.0 262.5 0.88 229.7 75.0 1.00 75.0 678.2 lbs R.M.= 662.8 Total = • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2*-8'" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*: RP.1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Surcharge Loads Ji 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 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 1 Axial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load || Multiplier Used = 16.000 (Multiplier used on soil density) Soil Data J Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 266.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail I l I 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 been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 42.720 Total Seismic Force = 156.782 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 2'-8" retain w/ 2 to 1 backfill 16h Job# : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmaHis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Stem Construction Top stem Wail Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.39 Rafio < 1.5! 1.37 Ratio < 1.5! 993 lbs 9.15 in Soil Pressure i Soil Pressure ( Allowable ! Toe ' Heel Soil Pressure Less Than Allowable 1,825 psf OK 0 psf OK 3,300 psf ACI Factored @ Toe ACl Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,555 psf 0 psf 10,1 psi OK 4.9 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = 612,3 lbs 540.3 lbs 298.0 lbs 0.0 lbs OK 80.2 lbs NG ^mmm^^^mmmmmmmmm stem OK Design Height Above Ft£ ft= 0.00 Wall Material Above "Hf = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.305 Total Force @ Section lbs = 294.9 Moment....Actual ft-#= 298.5 Moment Allowable = 979.0 Shear Actual psi = 4.7 Shear Allowable psi = 51.6 Wall Weight = 84,0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi = 1,500 24,000 Yes Load Factors Buiiding Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1,600 1,000 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 (3 0.75 ft 1.50 2.25 12.00 in 12.00 in 9.00 in 0.75 ft 60.000 psi 150.00 pcf 0,0018 Btm,= 3,00 in Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 1.333 7.60 Normal Weight ASD psi : psi = Footing Design Results Toe Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2.555 772 122 650 10.09 75.00 None Spec'd None Spec'd 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 Heel 0 psf 0 ft-# 335 ft-# 335ft-# 4,92 psi 75.00 psi TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-8" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page:. Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^Sum^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load 501.0 111,3 1.36 0.50 2.20 682,5 245,1 O.T.M. = 927.6 Total = 612,3 1.39 993.2 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Resisting/Overturning Ratio Vertical Loads 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 Weigh! = Key Weight = Vert. Component = Force lbs .RESISTING Distance ft 255.9 20,0 1.83 1.97 Moment ft-# 469.1 39.4 43.1 0.38 16.2 224.3 1,08 243.0 337.5 1.13 379.7 112,5 1.25 140.6 993,2 lbs R.M.= 1,287.9 Total = ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-8" retain w/ 2 to 1 backfill Job# : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall In File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wail 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 Soil Data 1 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 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 1 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 1 Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.96 OK 1.67 OK 1,031 lbs 5.91 in Soil Pressure @ Toe = 1,086 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACl Factored (? ACl Factored (J Footing Shear Footing Shear Allowable ! Toe ) Heel @Toe ® Heel 1,520 psf 0 psf 6.7 psi OK 4.1 psi OK 75.0 psi Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1,200 1,600 1.600 1.600 1.000 0,0 #/ft 0.00 ft 0,00 ft 1.00 0.0 psf Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0,00 ft 0.00 in 0,00 ft Line Load 0.0 ft 0.300 Stem Construction | Top stem Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 501.0 lbs less 100% Passive Force = - 525.0 lbs less 100% Friction Force = - 309.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0,0 lbs OK Load Factors Design Height Above Ftg Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-#: Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK ft= 0.00 = Masonry 8.00 # 4 32,00 = Edge 0.259 213.9 190.3 734.5 3.4 38.7 84.0 5.25 24,00 6,00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' Short Term Factor Equiv, Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = 21.48 1.000 1= 7,60 = Normal Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-8" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr: Description.... Page;. Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: Registration #: RP-1194015 9.27 8171 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^Dimei^^ JFootmgjD^^ 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 (Q 0.75 ft 1.50 2.25, ' rioo'in 12,00 in 12.00 in 0,75 ft 60,000 psi 150,00 pcf 0,0018 Btm,= 3,00 in Toe Heel Factored Pressure 1,520 0 psf Mu' : Upward 536 36 ft-# Mu': Downward 122 335 ft-# Mu: Design 414 299 ft-# Actual 1-Way Shear 6,75 4,11 psi Allow 1-Way Shear 75,00 75,00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = 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 ^Summarj^^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil •• 501,0 1,36 0,50 682.5 Total = 501,0 O.T.M. = 682.5 1.96 1,030.7 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads 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 Weigh! = Key Weight = Vert, Component = Force lbs .RESISTING Distance ft 255,9 20,0 43,1 224.3 337.5 150,0 1,83 1,97 0.38 1.08 1.13 1.25 Moment ft-# 469.1 39.4 16,2 243.0 379.7 187.5 Total = 1,030,7 lbs R.M.= 1,334,8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 3"-4" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #;RP-1194015 RP9.27 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 = 3,300,0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60,0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 266.0 psf/ft ; Soil Density, Heel = 115.00 pcf 1 Soil Density, Toe = 115,00 pcf 1 FootingllSoil Friction 0,300 Soil height to ignore i for passive pressure = 12,00 in 1 Thumbnail Surcharge Loads 1 ; Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load = ...Height to Top = ...Height to Bottom = The above lateral load 0.0 #/ft 0.00 ft 0.00 ft Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist = 0.0 lbs 0.00 ft 0.00 in 0,00 ft Axial Load Applied to Stem 1 1 has been increased by a factor of 1,00 Footing Type Race A K/^Y/^/Dcilrwdr ^oil Line Load Axial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0.0 in Wind on Exposed Stem = 0,0 psf Odols MUUVc/OtJIUW OUII at Back of Wall Poisson's Ratio = 0,0 ft 0,300 Earth Pressure Seismic Load 1 Uniform Seismic Force = 53,280 Multiplier Used = 16.000 (Multiplier used on soil density) Total Seismic Force = 230,702 lm 6e31926 Exp. 12/31/2014 CAI TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 3*-4" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description,.., Page: Date; MAR 29,2011 This Wall in File: c:\documents and settings\tmaHis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ,,,resultant ecc. Stem Construction Design Height Above Ftg Wall Material Above "Ht" Top Stem Soil Pressure i Soil Pressure i Allowable I Toe iHeel Soil Pressure Less Than Allowable 1.38 Ratio < 1.5! 1.26 Ratio < 1.5! ^Thickness I. 348 lbs Rebar Spacing II. 08 in 1,990 psf OK 0 psf OK 3,300 psf ACi Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 2,787 psf 0 psf 14,3 psi OK 7.5 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1,5 : 1 Stability = Load Factors 875.8 lbs 698.3 lbs 404.5 lbs 0.0 lbs OK 210.9 lbs NG Buiiding Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1,600 1,600 1,000 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 1.75 2.75 12.00 in 12.00 in 12.00 in 1.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in 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 • Stem DK ft= 0.00 = Masonry 8.00 #4 32.00 Edge lbs = ft-# = psi = psi = in = in = in = HOOK EMBED INTO FTG in = 0.591 458.6 579.0 979,0 7.3 51.6 84.0 5.25 24.00 6.62 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 1,500 24,000 Yes 21.48 1.333 7,60 Normal Weight ASD psi : psi : Footing Design Results 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: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; Not Req'd = Mu<S*Fr Toe Heel 2,787 0 psf 1,352 0 ft-# 198 617 ft-# 1,154 617ft-# 14.28 7.50 psi 75.00 75,00 psi None Spec'd None Spec'd None Spec'd TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 3'-4" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.,,. Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^ummarj^ofOv^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 712.0 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 163,8 1,62 0,50 2,60 1,156.2 425.5 Total 1,581,7 875,8 O.T.M. = Resisting/Overturning Ratio = 1.38 Vertical Loads used for Soil Pressure = 1.348,3 lbs Vertical component of active pressure NOT used for soil pressure if seismic included the min, OTM and sliding ratios may be 1,1 per IBC '09, 1807.2.3. Soil Over Heel = Sloped Soil Over Hee: = 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 = .RESISTING., Force Distance Moment lbs ft ft-# 414.9 2.21 916 33.7 2.39 80 57.5 279.7 412.5 150.0 0.50 1,33 1,38 1,50 28,8 373,0 567.2 225.0 Total = 1,348,3 lbs R,M.= 2,190,7 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 3'-4" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr; Description.... Page: Date; MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J 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 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1,94 OK 1,51 OK 1,386 lbs 7,06 in ACI Factored @ Toe ACI Factored @ Heel Footing Shear @, Toe Footing Shear @ Heel Allowable Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ,,..for 1.5 : 1 Stability = Soil Data J Allow Soil Bearing = 2,500.0 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 60,0 psf/ft 0.0 psf/ft 200.0 psf/ft 115.00 pcf 115.00 pcf 0,300 12,00 in Thumbnail I Lj^^[|[2l2li2i^^^ 1 Adjacent Footing Load Soil Pressure @ Toe = 1,174 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 1,643 psf 0 psf 9.7 psi OK 6.0 psi OK 75,0 psi 712,0 lbs 656,3 lbs 415.7 lbs 0,0 lbs OK 0.0 lbs OK 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 Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ff 0.300 1 Stem Construction _Top Stem Design Height Ahove Fte ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB -i- fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in Stem OK 0,00 Masonry 8.00 # 4 32,00 Edge 0.503 332.7 369.3 734.5 5.3 38.7 84.0 5,25 24.00 6.00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress Hook embedment reduced by stress ratio ratio psi: psi: 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 Fy 21,48 1,000 7,60 Normal Weight ASD psi : psi = CE31925 n^l ^^^P-12/31/2014 /*/ ^P^X c/vi\. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 3'-4" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr: Description,,,, Page:. Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-119401S RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 1,75 2,75 12,00 in 12,00 in' 15.00 in 1.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150,00 pcf Min. As % = 0.0018 Cover® Top 2,00 @ Btm,= 3.00 in Footing Design Results Toe Heel Factored Pressure 1.643 0 psf Mu'; Upward 934 74 ft-# Mu'; Downward 198 617 ft-# Mu: Design 737 543 ft-# Actual 1-Way Shear 9.74 6,03 psi Allow 1-Way Shear 75.00 75,00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = 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 Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 712.0 1.62 0.50 1,156.2 Total 712,0 O.T.M. 1,156,2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • ,94 lbs 1,385.8 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 = Force lbs .RESISTING Distance ft 414,9 33.7 57,5 279.7 412,5 187,5 2,21 2,39 0,50 1,33 1,38 1,50 Moment ft-# 916,2 80,6 28,8 373.0 567.2 281.3 Totals 1,385.8 lbs R.M.= 2,246.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 4'-0" retain w/ 2 to 1 backfill 16h Job# : ...New... Dsgnr; Description.,.. Page; Date; MAR 29,2011 This Wall in File: c:\docum6nts and settings\tmallls\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 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 I i Soil Data Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 266,0 psf/ft Soil Density, Heel = 115,00 pcf Soil Density, Toe = 115,00 pcf FootingllSoil Friction 0,300 Soil height to ignore for passive pressure = 12,00 in Thumbnail Surcharge Loads | Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning Lateral Load = ...Height to Top = ...Height to Bottom = The above lateral load 0,0 #/ft 0,00 ft 0,00 ft Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist 0,0 lbs 0.00 ft 0,00 in 0,00 ft Axial Load Applied to Stem || has been increased by a factor of 1.00 Footing Type Oac^ A |-ki-\t rA/D Al|-\ijk/ Cy-»i| Line Load Axial Dead Load = 0,0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0,0 in Wind on Exposed Stem = 0,0 psf Dabc rMJUVc/DtSIUW OUII at Back of Wall Poisson's Ratio = 0,0 ft 0,300 Earth Pressure Seismic Load | Uniform Seismic Force = 64.000 Multiplier Used = 16,000 (Multiplier used on soil density) Total Seismic Force = 320,000 TIM MALLIS P.E, ORCO BLOCK CO RIVERSIDE, CA. Title ; 4'-0" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description..., Page: Date: MAR 29,2011 This Wall in File: c:\documents and settlngs\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^Desigi^ummar^ Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable 1.37 Ratio < 1,51 1.33 Ratio < 1.5i 1,906 lbs ^mL^ 13,40 in >' 2,501 psf OK 0 psf OK 3,300 psf ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,501 psf 0 psf 20.1 psi OK 12.7 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 ; 1 Stability 1,233.5 lbs 1,064.0 lbs 571.9 lbs 0.0 lbs OK 214.3 lbs NG Design Height Moove Ft£ ^all Material Above "Ht" .thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data — fb/FB + fa/Fa Total Force @ Section lbs = Moment.,..Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wail Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = • Stem OK ft= 0.00 = Masonry 8,00 # 4 16.00 = Edge 0.526 661.8 1,003.5 1,908.6 10.5 51.6 84.0 5.25 24,00 6,00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi: 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 Fy 21.48 1.333 7.60 Normal Weight ASD psi = psi : Footin^imensi^^ |^JFootin^|esig^^ 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 ( 1.00 ft 2.25 3.25 12.00 in 12.00 in 18.00 in 1.00 ft 60,000 psi 150,00 pcf 0.0018 ! Btm,= 3.00 ir 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; Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Toe Heel 3,501 0 psf 1,775 0 ft-# 198 1,414 n-4 1,577 1,414ft-# 20.11 12.75 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ 2 to 1 backfill 16h Job# : ...New... Dsgnr; Description.... Page;. Date; MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration *; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summaryo^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load 1,006.3 1.93 0,50 1,942,7 227,2 3.00 681.6 Total = 1,233,5 O.T.M. = 2,624.3 Resisting/Overturning Ratio = 1.37 Vertical Loads used for Soil Pressure = 1,906,4 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Soil Over Heel Sloped Soil Over Heei 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 Weigh! Key Weight Vert, Component Force Distance Moment lbs ft ft-# 728,3 2,46 1,790,5 = 72.1 2,72 196,2 = 57.5 0,50 28.8 = 336,0 1,33 448.0 487,5 1,63 792.2 = 225,0 1,50 337.5 Total = 1,906,4 lbs R.M.= 3,593,1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ 2 to 1 backfill Job# : ...New... Dsgnr: Description.... Page: Date; MAR 29,2011 This Wail In File: C:\Documents and Settlngs\TMALLIS\My I Retain Pro 9 © 1989 • 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Soil Data 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 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc, 1,88 OK 1,53 OK 1,944 lbs 8.96 in Soil Pressure @ Toe Soil Pressure @ Heel ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = .,..for 1.5 ; 1 Stability = Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60,0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 200,0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore = 12,00 for passive pressure = 12,00 in 1,476 psf OK 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 2,067 psf 0 psf 13.5 psi OK 9,5 psi OK 75.0 psi Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic. E CBC2010 1.200 1.600 1.600 1.600 1.000 Thumbnail Jj Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased 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 Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Beiow Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0,00 in 0,00 ft Line Load 0.0 ft 0,300 I Stem Construction I Top stem -•mmmmmmmmmmmmmmmmmmmmmtm stem 01 Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 1,006,3 lbs 956,3 lbs 583,2 lbs 0,0 lbs OK 0,0 lbs OK Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.447 Total Force @ Section lbs = 480.0 Moment..,.Actual ft-#= 640.0 Moment Allowable = 1,431,8 Shear Actual psi = 7.6 Shear Allowable psi = 38.7 Wall Weight = 84.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv, Solid Thick, in = Masonry Block Type = Masonry Design tvlethod = Concrete Data f c psi = Fy psi: Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 1,500 24,000 Yes 21,48 1.000 7,60 Normal Weight ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ 2 to 1 backfill Job# : ...New... Dsgnr: Description.... Page:. Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths 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 ( 1.00 ft 2.25 3.25 12.00 in 12.00 in : 21.00 in 1,00 ft 60,000 psi 150,00 pcf 0,0018 I Btm,= 3,00 in Footing Design Results Toe Heel Factored Pressure 2,067 0 psf Mu'; Upward 1,199 191 ft-# Mu'; Downward 198 1,414 ft^ Mu; Design 1,001 1,224 ft-# Actual 1-Way Shear 13,45 9.53 psi Allow 1-Way Shear 75,00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = 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 SumtT^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil •• 1,006,3 1,93 0,50 1,942,7 Total 1,006,3 O.T.M. 1,942,7 Resisting/Overturning Ratio = 1.88 Vertical Loads used for Soil Pressure = 1,943.9 lbs Vertical component of active pressure NOT used for soli pressure Force Distance Moment lbs ft ft-# Soil Over Heel = 728,3 2,46 1,790.5 Sloped Soil Over Heel = 72.1 2,72 196.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 57.5 0.50 28.8 Surcharge Over Toe = Stem Weight(s) = 336.0 1.33 448.0 Earth @ Stem Transitions = Footing Weigh: = 487.5 1.63 792.2 Key Weight = 262.5 1.50 393.8 Vert. Component = Total = 1,943,9 lbs R.M.= 3,649.4 ' Axial live load NOT included In total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-8" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page; Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmailis\my doc Retain Pro 9 © 1989 • 2011 Ver; 9.27 8171 Registration*; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 4.67 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 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 )g Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0,0 in Earth Pressure Seismic Load 1 Multiplier Used = 16,000 (Multiplier used on soil density) Soil Data 1 Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf'ft Passive Pressure 266,0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115,00 pcf FootingljSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail jj 1 Lateral Load Applied to Stem || | Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem Uniform Seismic Force Total Seismic Force 0,0 #/ft 0,00 ft 0.00 ft 1,00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 74,720 423,662 0,0 lbs 0.00 ft 0.00 in 0,00 ft Line Load 0,0 ft 0,300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 4'-8" retain w/ 2 to 1 backfill 16h Job# ; ...New... Dsgnr: Description..,. Page;. Date: MAR 29,2011 This Wall in File: c:\documents and settingsUmallisVmy doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.38 Ratio < 1.5! 1.38 Ratio < 1,5! 2,408 lbs 15.23 in Soil Pressure i Soil Pressure i Allowable ! Toe ! Heel 2,651 psf OK 0 psf OK 3,300 psf Soil Pressure Less Than Allowable ACI Factored ACI Factored Toe _ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,712 psf 0 psf 26,1 psi OK 16.7 psi OK 75,0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force : less 100% Passive Force • less 100% Friction Force • Added Force Req'd • ,„.for 1.5 : 1 Stability •• Load Factors 1,602.3 lbs 1,496.3 lbs 722.4 lbs 0.0 lbs OK 184.9 lbs NG Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1,600 1,600 1,600 1,000 j Footing Dimensions & Strengths | Toe Width = 1.25 ft Heel Width = 2.50 Total Footing Width = 3,75 Footing Thickness = 12,00 in Key Width = 12,00 in Key Depth = 24,00 in Key Distance from Toe = 1.25 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 mmmamimmmmmm^mmmm stem OK Design Height Above Ft£ ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.603 Total Force @ Section lbs = 902.0 Moment....Actual ft-#= 1,597.0 Moment Allowable = 2,647.5 Shear Actual psi= 14.3 Shear Allowable psi= 51.6 Wall Weight = 84.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 30.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7.71 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick, in = Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = Footing Design Results Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 1,500 24,000 Yes 21.48 1.333 7,60 Normal Weight ASD Toe Heel 3,712 0 psf 2,756 0 ft-* 292 2,089 ft-# 2,465 2,089 ft-# 26.14 16.66 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 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; Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 12,50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37,25 in. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, C/k, Title : 4'-8" retain w/ 2 to 1 backfill 16h Job* : ...New... Dsgnr: Description,.., Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^Sumima^^ Item Total OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 1,301.5 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 300.8 2.20 0.50 3,40 2,857,6 1,023,3 1,602,3 O.T.M. = 3,880.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• 1.38 2,407,9 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min, OTM and sliding ratios may be 1,1 per IBC '09, 1807.2,3, 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 Transition Footing Weigh! Key Weight Vert. Componenl Force Distance Moment lbs ft ft-# = 984.6 2.83 2,789.7 = 96.6 3.14 303.3 = 71.9 0,63 44.9 = 392.3 1.58 621.1 = 562.5 1.88 1,054.7 : 300.0 1.75 525.0 1= 2,407.9 lbs R.M.= 5,338.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-8" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr; Description.,.. Page; Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 ©1989-2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9,27 Cantilevered Retaining Wall Design Code: CBC 2010 ^ootingJDir^^ ^ootingJDes|g^^ Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Footing Concrete Density Min. As % Cover @ Top 2.00 1.25 ft 2.50 3.75 12.00 in 12,00 in 27,00 in 1.25 ft Fy = 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 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5(g 19,25 in, #6(< Toe Heel 2,191 0 psf 1,867 303 ft-# 292 2.089 ft-* 1,575 1,786 ft-* 17.78 12.17 psi 75.00 75,00 psi None Spec'd None Spec'd None Spec'd : 27.25 in, #7@ 37.25 in. Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 1,301.5 2.20 0,50 2,857.6 Total = 1,301.5 O.T.M. = 2,857.6 1.89 2.445.4 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads 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 Weight = Key Weight = Vert. Component = Force lbs ..RESISTING Distance ft 984,6 96.6 Moment ft-* 2,83 3,14 2,789.7 303.3 71.9 0,63 44 392.3 1,58 621 562,5 1,88 1,054 337,5 1,75 590 Total = 2,445.4 lbs R.M.= 5,404.3 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. 1^etainPro9©1989-2011Ver;9.zr 6.M Registration*: RP-1194015 RP9.27 Title 4'-8" retain w/ 2 to 1 backfill Job* •; ...New... Dsgnr: Description.,,. Page; Date; MAR 29,2011 This w.ll in File: C:\Docu ' ^.ttinas\TMALLIS\My I Cantilevered Retaining Wall Design Code: CBC 2010 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.67 ft 0.00 ft 2.00 : 1 6.00 in 0.0 ft ^w Soil Bearing 2^'°°-° 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 60,0 psf/ft 0.0 psf/ft 200,0 psf/ft 115.00 pcf 115,00 pcf 0.300 12.00 in lip Thumbnail Surcharge Loads I Load^^ rAdiacenfFoc>tir.¥L^ --—————1^^^^^™ A^i^i^ont Pnntina Load TITcha^ = O^PS< Used To Resist Sliding & Overturriing Surcharge Over Toe = 0-0 P^^ Used for SlidingJ;^ertuiT^ Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of 0.0 #/ft 0.00 ft 0.00 ft 1.00 Axial Dead Load Axial Live Load Axial Load Eccentricity ^esignTsu mmary_ 0,0 lbs 0.0 lbs 0,0 in Wind on Exposed Stem = 0.0 psf Adjacent Footing Load - Footing Width - Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil _ at Back of Wall Poisson's Ratio = 0,0 lbs 0.00 ft 0.00 in 0,00 ft Line Load 0.0 ft 0,300 J 1,89 OK 1.57 OK 2,445 lbs 10.00 in Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure©Toe = ^'SeS gg^ Soil Pressure @ Heel = 0 2,oUU psf ^''°Soil Pressure Less Than Allowable ACl Factored® Toe = 2,191 psf ACl Factored @ Heel = " Footing Shear® Toe = lll^^'. °^ Footing Shear ©Heel = l^'^ °^ Allowable = ^5^ ps Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = I'^nfil less 100% Passive Force = - 1,306,3 lbs less 100% Friction Force = - 73J.b IDS r. - 0 0 lbs OK Added Force Reqd - ^- for 1,5 ; 1 Stability = 0.0 lbs UK stem Construction___| Design Height Above Fte ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.,..Actual Top Stem Stem OK 0,00 Masonry 8,00 # 5 16.00 Edge lbs = ft-# = Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in psi = psi = in: in • 0.513 654.3 1,018.5 1,986,1 10,4 38,7 84.0 5,25 30,00 6,00 Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1.600 1.600 1,600 1.000 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data — fc Fy LapTplice above base reduced by stress ratio Hook embedmenueduc^^ psi = psi = 1,500 24,000 Yes 21,48 = 1,000 1 = 7,60 = Normal Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Titie : 5'-4" retain w/ 2 to 1 backfill 16h Job * ; ...New... Dsgnr: Description.,,, Page: Date: MAR 29,2011 This Wall In File: c:\docum6nts and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 5.33 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 Surcharge Loads Surcharge Over Heel = 0,0 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 = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0,0 in 1 Earth Pressure Seismic Load 1 Multiplier Used = 16,000 (Multiplier used on soil density) Soil Data | Allow Soil Bearing = 3,300,0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 266,0 psf/ft Soil Density, Heel = 115,00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0,300 Soil height to ignore for passive pressure = 12.00 in T Thumbnail Lateral Load Applied to Stem | 1 1 Adjacent Footing Load Lateral Load = ...Height to Top = ...Height to Bottom = The above lateral load has been increased 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 = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above.'Below Soil at Back of Wall Poisson's Ratio = 0.0 lbs 0.00 ft 0,00 in 0.00 ft Line Load 0.0 ft 0,300 J Uniform Seismic Force = 85.280 Total Seismic Force = 539.822 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 5'-4" retain w/ 2 to 1 backfill 16h Job* : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in Fiie: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure i Soil Pressure i Allowable !Toe ! Heel Soil Pressure Less Than Allowable 1.37 Ratio < 1.5! 1.31 Ratio < 1,5! 2,744 lbs ||C 16,88 in * 2.546 psf OK 0 psf OK 3,300 psf ACI Factored i ACI Factored i 3,565 psf 0 psf 31.1 psi 18,4 psi OK 75.0 psi OK ! Toe _> Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,958,7 lbs less 100% Passive Force = - 1,737,3 lbs less 100% Friction Force = - 823.1 lbs Added Force Req'd = 0.0 lbs OK ...,for 1,5 : 1 Stability = Load Factors Design Height Above Fte -Wall Material Above "Ht" . *j«^Thickness = P*' Rebar Size Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment,...Actual ft-* = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Bar Lap/Emb 0.00 = tVlasonry 8,00 # 5 16.00 = Edge 0.897 1,175.0 2,374.3 2,647.5 18.7 51.6 84.0 5.25 45.00 10.50 377,6 lbs NG Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1,200 1,600 1,600 1,600 1.000 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv, Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: 1,500 24,000 Yes 21.48 1.333 7.60 Normal Weight ASD psi : psi : Footing^Dk^^ Lj^^SllliilSJSSM^ Toe Width Heel Width Tota! 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 ( 1.75 ft 2.50 4.25 12.00 in 12.00 in 27.00 in 1.75 ft 60,000 psi 150,00 pcf 0.0018 I Btm.= 3.00 in Toe Heel 3,565 0 psf 4,607 0 ft-* 534 2,302 ft-* 4,073 2,302 n-# 31.15 18.36 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 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® 13.25 in, #5® 20,50 in, #6© 29,00 in, #7© 39,25 in, #8(i Heel: Not req'd. Mu < S * Fr Key: *4© 12.50 in, #5® 19.25 in, #6® 27.25 in, #7® 37.25 in, > 48.25 in. #9® 4 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 5'-4" retain w/ 2 to 1 backfill 16h Job* : ...New... Dsgnr: Description.,.. Page; Date; MAR 29,2011 This Wall In File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^Summaj^l^^ item OVERTURNING Force Distance Moment lbs ft ft-* Heei Active Pressure • Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load •• Added Lateral Load : Load © Stem Above Soil • Seismic Earth Load 1,575,4 383,3 2.42 0.50 3.80 3,805,5 1,455.7 O.T.M. 5,261.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• Totai = 1,958.7 1.37 2,743.7 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807,2,3, Soil Over Heei = Sloped Soil Over Hee! = 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 Transifions = Footing Weighl = Key Weight Vert, Component = Force lbs .RESISTING Distance ft 1,123.7 96,6 100,6 447.7 637.5 337,5 3.33 3.64 2.08 2.13 2.25 Moment ft-* 3,745.8 351.6 88,0 932,8 1,354,7 759,4 Total = 2,743,7 lbs R.M.= 7,232.3 ' Axial live ioad NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6'-0" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr: Description.,.. Page: Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My 1 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 6,00 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 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure i Soil Pressure i Allowable ! Toe ! Heel Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,078 psf 0 psf 25.8 psi OK 14,6 psi OK 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1,5 : 1 Stability 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 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 200,0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in 2.02 OK 1.57 OK 3,336 lbs 10.52 in 1,484 psf OK 0 psf OK 2,500 psf 1,860.5 lbs 1.925,0 lbs 1,000.7 lbs 0.0 lbs OK 0.0 lbs OK Thumbnail j LateraMLoa^Ap^^ [Adjacent Footing Load Lateral Load = 0,0 #/ft „,HeighttoToF = 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 to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0,00 ft 0.00 in 0,00 ft Line Load 0,0 ft 0,300 Stem Construction i Top Stem 2nd Stem OK Stem OK Design Height Above Fte ft = 2.67 0,00 Wall Material Above "Ht" Masonry ryiasonry Thickness = 8,00 12.00 Rebar Size = # 4 # 5 Rebar Spacing = 16,00 16.00 Rebar Placed at = Edge Edge Desian Data - Edge fb/FB •*• fa/Fa = 0.258 0.555 Total Force © Section lbs = 332.7 1,080,0 Moment.,..Actual ft-# = 369.3 2,160,0 Moment Allowable ft-# = 1,431.8 3,820.4 Shear , .Actual psi = 5,3 10.0 Shear Allowable psi = 38,7 38,7 Wall Weight psf = 84,0 133,0 Rebar Depth 'd' in = 5.25 9,00 LAP SPLICE IF ABOVE in = 24.00 30,00 LAP SPLICE IF BELOW in = 24,00 HOOK EMBED INTO FTG in = 6,00 Masonry Data f m psi = Fs psi: Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv, Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 1,500 24,000 Yes 1,500 24,000 Yes 21.48 21.48 1.000 1.000 in= 7.60 11,60 = Normal Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 5"-4" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page;. Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 5.33 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 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure ( Soil Pressure ( Allowable iToe iHeel Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,060 psf 0 psf 22.1 psi 13.7 psi 75,0 psi OK OK Sliding Calcs (Vertical Component NOT Used) Laterai Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability Load Factors 1,575.4 lbs 1,636,1 lbs 841,9 lbs 0,0 lbs OK 0,0 lbs OK Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Soil Data 1.94 OK 1.57 OK 2,806 lbs 10,25 in 1,472 psf OK 0 psf OK 2,500 psf Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf'ft Passive Pressure 200,0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in J Thumbnail I Li^iSS^Sl^lESliS^^ I 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 been increased 1.00 by a factor of Wind on Exposed Stem = 0,0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 J Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force © Section Moment....Actual Top Stem Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge lbs: ft-* = Moment Allowable Shear Actual psi •• Shear Allowable psi: Wall Weight Rebar Depth 'd' in •• LAP SPLICE IF ABOVE in ^ LAP SPLICE IF BELOW in ^ HOOK EMBED INTO FTG in 0.762 852.3 1,514.2 1,986.1 13.5 38.7 84.0 5.25 30.00 7.31 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data — fc Fy Lap splice above base reduced by stress Hook embedment reduced by stress ratio ratio psi • psi • 1,500 24,000 Yes 21.48 1.000 7.60 Normal Weight ASD psi •• psi : TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 5'-4" retain w/ 2 to 1 backfill 16h Job * ; ...New... Dsgnr: Description..., Page; Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My 1 Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*: RP-1194015 RP9.27 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 (^ 1.75 ft 2.50 4.25 12,00 in 12.00 in 32,00 in 1,75 ft 60.000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Heei 2,060 0 psf 3,150 344 ft-* 534 2,302 ft-* 2,617 1,957 ft-* 22,06 13,74 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 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@ 13.25 in, *5@ 20.50 in, #6© 29.00 in, #7(J Heel: Not req'd, Mu < S * Fr Key; #4® 12,50 in, #5® 19.25 in, *6® 27.25 in, #7^ i 39.25 in. #8© 48.25 in, *9@ 4 ) 37,25 in. Summafxof_OyMtyjTU^ Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* .RESISTING,, Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,575,4 2.42 0.50 3,805,5 Total = 1,575.4 O.T.M. = 3,805.5 1.94 2,806.2 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads 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 Weight = Key Weight Vert. Component = Force Distance Moment lbs ft ft-* 1,123.7 3.33 3,745 96.6 3.64 351 100.6 0.88 88.0 447.7 2.08 932.8 637.5 2.13 1,354.7 400.0 2.25 900.0 2,806.2 lbs R.M.= 7,372.9 Total = ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6'-0" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page: Date; MAR 29,2011 This Wall in File: c:\documents and settings\tmallls\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Stem Construction Wall Stability Ratios Overturning Sliding Total Bearing Load .,,resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Top Stem 2nd 1,41 Ratio < 1.5! 1.27 Ratio < 1.5! Stem OK Bar Lap/Emb 0,00 3,261 lbs 18.18 in 2.527 psf OK 0 psf OK 3,300 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 3,537 psf ACI Factored ® Heel = 0 psf Footing Shear © Toe = 36.6 psi OK Footing Shear @ Heel = 19.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,337.6 lbs less 100% Passive Force = - 1,995.0 lbs less 100% Friction Force = - 978.2 lbs Added Force Req'd = 0.0 lbs OK „„for 1.5 : 1 Stability = 533,2 lbs NG 2,67 Masonry 8.00 * 4 16.00 Edge Masonry 12.00 # 5 16.00 Edge Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB fa/Fa = 0.391 0.665 Total Force @ Section lbs = 458,6 1,489.0 Moment....Actual ft-#= 747,2 3,386.9 Moment Allowable ft-*= 1,908.6 5,092,6 Shear Actual psi = 7,3 13.8 Shear Allowable psi= 51.6 51.6 Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 30.00 LAP SPLICE IF BELOW in = 24,00 HOOK EMBED INTO FTG in = 9,31 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: 1,500 24,000 Yes 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 Fy 21.48 21.48 1.333 1.333 7,60 11.60 Normal Weight ASD psi : psi : Footin^imer^^ 1 J^^SlSiiiJ^J^^MS™ Toe Width = 2.00 ft Heel Width = 2.75 Total Footing Width = 4.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 30,00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150,00 pcf Min. As % = 0,0018 Cover® Top 2.00 @ Btm.= 3.00 in Toe Heel 3,537 0 psf 6,352 0 ft-* 735 2,496 ft-* 5,616 2,496 ft-* 36.56 19,13 psi 75,00 75.00 psi None Spec'd None Spec'd None Spec'd 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@ 12,25 in, #5® 18.75 in. *6@ 26.50 in, #7® 36.25 in, #8^ ' Fr I 19.25 in. #6® 27.25 in, #7® 37.25 in. Heel: Not req'd, Mu < S ' Key: #4® 12.50 in, #5(? 47,75 in, *9@ 4 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6"-0" retain w/ 2 to 1 backfill 16h Job * : ...New... Dsgnr: Description.... Page;, Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration *: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel : Toe Active Pressure : Surcharge Over Toe : Adjacent Footing Load : Added Lateral Load ^ Load © Stem Above Soil: Seismic Earth Load : 1,860.5 477.1 2,63 0,50 4.20 4,883,7 2,003.9 Total = 2,337.6 O.T.M. = 6,887.6 1.41 3,260,5 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min, OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Force .RESISTING Distance Moment lbs ft ft-# Soil Over Heel = 1,207.5 3,88 4,679.1 Sloped Soil Over Heel = 88.0 4.17 366.9 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 115,0 1,00 115.0 Surcharge Over Toe = Stem Weight(s) 634.8 2,43 1,540.5 Earth @ Stem Transitions = 127.7 2.83 361.7 Footing Weighl = 712.5 2.38 1,692.2 Key Weight = 375.0 2.50 937.5 Vert. Component = Total = 3,260.5 lbs R.M.= 9,692.7 ' Axial live load NOT Included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6'-0" retain w/ 2 to 1 backfill Job * : ...New... Dsgnr: Description.... Page: Date; MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Toe Width = 2.00 ft Heel Width = 2.75 Total Footing Width = : 4.75 Footing Thickness = 12.00 in Key Width = 12.p0in Key Depth = 36.0D in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150,00 pcf Min, As % p 0.0018 Cover ©Top 2.00 Btm.= 3,00 in Footing Design Results 1 Toe Heel Factored Pressure = 2,078 0 psf Mu'; Upward = 4.383 409 ft-* Mu': Downward = 735 2,496 ft-* Mu: Design = 3,647 2,087 ft-* Actual 1-Way Shear = 25.76 14,61 psi Allow 1-Way Shear = 75.00 75,00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4® 13.25 in, *5® 20.50 in. #6© 29,00 in, #7© 39.25 in, #8(? Heel: Not req'd, Mu < S * Fr Key: #4® 12,50 in, *5® 19.25 in, #6© 27,25 in, #7© 37,25 in, 48.25 in, #9© 4 Sumr^^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = 1,860,5 2.63 0.50 4,883.7 Total 1,860,5 O.T.M. = 4,883.7 2.02 3,335.5 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads 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 = Force lbs ..RESISTING Distance ft 1,207.5 88.0 115.0 634,8 127,7 712.5 450.0 3.88 4.17 1.00 2.43 2,83 2,38 2,50 Moment ft-* 4,679,1 366,9 115.0 1,540.5 361.7 1,692.2 1,125.0 Total = 3,335.5 lbs R.M.= 9,880.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Titie : 6'-0" retain w/ 2 to 1 backfill 16h Job* : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall In File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration *; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Surcharge Loads Retained Height = 6.00 ft Wall height above soil = 0,00 ft Slope Behind Wall = 2.00 ; 1 Height of Soli over Toe = 6,00 in Water height over heel = 0,0 ft Surcharge Over Heel = o,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | Multiplier Used = "16.000 (Multiplier used on soil density) Lateral Load Applied to Stem || 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 1.00 Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 96.000 Total Seismic Force = 672.000 1 Soil Data | Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 266.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12,00 in Thumbnail Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0,0 lbs 0,00 ft 0,00 in 0,00 ft Line Load 0.0 ft 0.300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 6'-8" retain w/ 2 to 1 backfill 16h Job * : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmailis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 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 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 Earth Pressure Seismic Load ^^SpNeTusS**''^^ (Multiplier used on soil density) Soil Data 1 Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60,0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 266.0 psf/ft Soil Density, Heel = 115,00 pcf Soil Density, Toe = 115.00 pcf FootingljSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail I ^ Adjacent Footing Load Lateral Load = 0,0 #,'ft .,,HeighttoToF = 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 Uniform Seismic Force = 106.704 Total Seismic Force = 818,313 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above.'Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0.00 ft 0.00 in 0,00 ft Line Load 0.0 ft 0,300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6'-8" retain w/ 2 to 1 backfill 16h Job * : ...New... Dsgnr; Description..,. Page:. Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration *; RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 j Design Summary Stem Construction Top Stem 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.39 Ratio < 1.5! 1.31 Ratio < 1.5! 3,860 lbs 20.23 in Stem OK 2.67 Masonry 8.00 * 4 16,00 Edge Stem OK 0.00 Masonry 12.00 * 5 8.00 Edge Soil Pressure ( Soil Pressure ( Allowable ! Toe ! Heel 2.740 psf OK 0 psf OK 3,300 psf OK OK Soil Pressure Less Than Allowable ACI Factored ® Toe = 3,836 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 44.2 psi Footing Shear © Heel = 23.9 psi Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 2,835.5 lbs less 100% Passive Force = - 2,560.3 lbs less 100% Friction Force = - 1,158.0 lbs Added Force Req'd = 0.0 lbs OK .,,.for 1,5 : 1 Stability = 535,1 lbs NG Design Height f^bove Fte ft = Wall Material Above "Ht" = Thickness = Rebar Size = y ^'^ Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa = 0,652 0.567 Total Force @ Section lbs= 661.4 1,839.5 Moment...Actual ft-#= 1,245.3 4,650.8 Moment Allowable ft-#= 1,908.6 8.209.3 Shear Actual psi= 10.5 17.0 Shear Allowable psi = 51.6 51.6 Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 30,00 LAP SPLICE IF BELOW in = 24,00 HOOK EMBED INTO FTG in = 6,60 Masonry Data Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1,200 1,600 1,600 1,600 1,000 fm psi = 1,500 1,500 Fs psi = 24,000 24,000 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 = Normal Weight Masonry Design Method = ASD r^onrrftfo Platsi fc Fy psi = psi = Footin^imei^^ [^Tooting^D^^ 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 { 2.25 ft 3.00 5.25 12.00 in 12.00 in 36.00 in 2.25 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 Other Acceptable Sizes & Spacings Toe; #4© 9.00 in, #5© 14.00 in, *6i Heel; #4® 11,75 in, *5( Key; *4© 12.50 in. *5i Toe Heel 3,836 0 psf 8,443 0 ft-* 908 3,464 ft-* 7,535 3,464 ft-* 44.17 23.93 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 18.25 in, *6@ 25,75 in, #7i 19.25 in,*6® 27,25 in, #7 19.75 in, *7® 26.75 in, *8@ 35.25 in, *9@ 44 5 35.25 in, #8® 46.25 in. *9@ 4 S 37.25 in, TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 6'-8" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr; Description..., Page: Date: MAR 29,2011 This Wall in Fiie: c:\documents and settingsUmaliisVmy doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overturning & Resisting Forces & Moments item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load ® Stem Above Soil •• Seismic Earth Load 2,254.5 581.0 2.89 0.50 4.60 6,514.9 2,673.4 Total 2,835.5 O.T.M. 9,188.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • 1.39 3,860.1 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min, OTM and sliding ratios may be 1,1 per IBC '09, 1807.2.3, Force .RESISTING Distance Moment lbs ft ft-* Soil Over Heei = 1,533.9 4,25 6,518.9 Sloped Soil Over Heel = 115.0 4.58 527,1 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 129.4 1.13 145.5 Surcharge Over Toe = Stem Weight(s) 691.0 2.67 1,844.3 Earth @ Stem Transitions = 153.3 3.08 472.7 Footing Weight = 787.5 2.63 2,067.2 Key Weight = 450,0 2.75 1,237.5 Vert, Component = Total = 3,860,1 lbs R.M.= 12.813.3 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6'-8" retain w/ 2 to 1 backfill 16h Job # ...New... Dsgnr; Description,... Page: Date; MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 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 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 1 Axial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning Sliding Total Bearing Load ,,.resultant ecc. 2.00 OK 1,59 OK 3,935 lbs 11,66 in ACl Factored @ ACI Factored @ Footing Shear ( Footing Shear ( Allowable Toe Heel g Toe 5 Heel Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force : less 100% Friction Force • Added Force Req'd ....for 1.5 : 1 Stability 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 Soil Data Soil Pressure @ Toe = 1,587 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 2,222 psf 0 psf 31,2 psi OK 18.2 psi OK 75.0 psi Allow Soil Bearing = 2,500,0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in 2,254,5 lbs 2,400.0 lbs 1,180.5 lbs 0.0 lbs OK 0.0 lbs OK Thumbnail J I 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 been increased 1,00 by a factor of Wind on Exposed Stem = 0,0 psf Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Top Stem 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 lbs 0.00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0,300 Stem OK 2,67 Masonry 8.00 # 4 16.00 Edge Stem OK 0,00 Masonry 12.00 # 5 8.00 Edge = 0.447 0.482 Total Force @ Section lbs = 479.8 1,334,3 Moment....Actual ft-*= 639.5 2,966.1 Moment Allowable ft-*= 1,431,8 6,158,6 Shear Actual psi = 7.6 12.4 Shear Allowable psi = 38.7 38,7 Wall Weight psf= 84.0 133,0 Rebar Depth 'd' in = 5.25 9,00 LAP SPLICE IF ABOVE in = 24.00 30,00 LAP SPLICE IF BELOW in= 24,00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 24,000 Yes 1,500 24,000 Yes 21.48 21.48 1.000 1.000 7.60 11.60 = Normal Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6"-8" retain w/ 2 to 1 backfill 16h Job * : ...New... Dsgnr: Description.,.. Page; Date; MAR 29,2011 This Wall in File: C:\Documents and SettingsVTMALLISVMy I Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration *: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths Toe Width = 2.25 ft Heel Width 3.00 Total Footing Width = 5.25 Footing Thickness = 12.00 in Key Width 12.00 In Key Depth = 42.00 in Key Distance from Toe = 2.25 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 Toe Heel 2,222 0 psf 5,777 561 ft-* 908 3,464 ft-* 4,869 2,903 ft-* 31.23 18,19 psi 75,00 75.00 psi None Spec'd None Spec'd None Spec'd 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@ 13.25 in, #5© 20.50 in, #6© 29,00 in, #7® 39.25 in, #8© 48.25 in, #9® 4 Heel; *4@ 11.75 in, #5® 18,25 in, #6© 25.75 in, *7@ 35.25 in, #8© 46.25 in, *9@ 4 Key; #4© 12.50 in, #5® 19.25 in, #6© 27.25 in, *7@ 37,25 in. ^umma^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 2,254.5 2.89 0.50 6,514.9 Total = 2,254.5 O.T.M. = 6,514.9 2.00 3,935,1 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure : Force Distance Moment lbs ft ft-* Soil Over Heel = 1,533.9 4,25 6,518,9 Sloped Soil Over Heel = 115.0 4,58 527.1 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 129.4 1.13 145.5 Surcharge Over Toe = Stem Welght(s) = 691.0 2.67 1,844.3 Earth @ Stem Transitions = 153.3 3.08 472.7 Footing Weight = 787,5 2,63 2,067.2 Key Weight = 525.0 2,75 1,443.8 Vert, Component = Total = 3,935,1 lbs R.M.= 13,019.5 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 7'-4" retain w/ 2 to 1 backfill 16h Job # ; ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wail Design Code: CBC 2010 Criteria Retained Height = 7.33 ft Wall heighf 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 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 1 Axial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity -0.0 in Earth Pressure Seismic Load | Multiplier Used = 167000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 266.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail I I Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load .,.Height to Top ,,,Height to Bottom The above laterai load has been increased 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 Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Uniform Seismic Force Total Seismic Force = 117.280 = 976.942 0,0 lbs 0,00 ft 0.00 in 0,00 ft Line Load 0,0 ft 0.300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 7'-4" retain w/ 2 to 1 backfill 16h Job* ; ...New... Dsgnr; Description.,.. Page;. Date; MAR 29,2011 This Wall In File: c:\documents and settings\tmailis\my doc Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Wall stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure © Toe Soil Pressure © Heel Allowable J Stem Construction Jj Top Stem 2nd 1,57 OK 1,24 Ratio < 1 5,037 lbs j^f 20.31 in f^, I* 2,343 psf OK 0 psf OK 3,300 psf Design Height Above Ftg Wall Material Above "Ht" Thickness ft = Rebar Size <j»7Rebar Spacing Stem OK 3.33 Masonry 8.00 # 4 16,00 Edge Soli Pressure Less Than Allowable ACl Factored @ Toe = 3,281 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 49,6 psi OK Footing Shear © Heel = 34.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,519.2 lbs less 100% Passive Force = - 2,867,8 lbs less 100% Friction Force = - 1,511,0 lbs Added Force Req'd = ....for 1.5 ; 1 Stability Load Factors 0.0 lbs OK 900,1 lbs NG Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1,600 1.600 1.600 1.000 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % = Cover ® Top 2.00 ( 2.50 ft 3.75 6.25 12.00 in 12.00 in 39,00 in 2,50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 In Rebar Placed at = Design Data ftj/FB + fa/Fa = 0.684 Total Force @ Section lbs= 661.8 MomenL...Actual ft-#= 1,306.2 Moment Allowable ft-#= 1,908.6 Shear Actual psi = 10.5 Shear Allowable psi = 51.6 Wall Weight psf= 84.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 12,00 # 5 8.00 Edge 0.752 2,222.2 6,175.3 8,209.3 20,6 51.6 133.0 9.00 30,00 8.76 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data f m psi •• Fs psi: Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in : Masonry Block Type = Masonry Design Method Concrete Data f c psi = Fy psi = Footing [Design Results 1,500 24,000 Yes 1,500 24,000 Yes 21.48 21.48 1,333 1,333 1= 7.60 11.60 = Normal Weight = ASD Toe Heel 3,281 0 psf 9,760 147 ft-* 1,098 6,814 ft-# 8,661 6,667 ft-* 49,63 34.07 psi 75.00 75,00 psi None Spec'd None Spec'd None Spec'd 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© 7.75 in, *5@ 12,00 in, #6® 17.00 in, #7® 23.25 in, #8@ Heel: #4© 11.50 in, #5® 17.75 in, #6® 25.00 in, #7® 34.25 in, *8! Key; #4® 12.50 in, #5® 19,25 in, *6@ 27.25 in, #7® 37,25 in. 30.50 in, #9@ 38 I 45.00 in, #9® 4 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 7"-4" retain w/ 2 to 1 backfill leh Job* : ...New... Dsgnr; Description..,, Page:. Date: MAR 29,2011 This WaH in File: c:\documents and settings\tmallis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-l 194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^ummar^^of_0\^^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil • Seismic Earth Load • 2,825.6 693.6 3.24 0.50 5.00 9,140.9 3,466.8 Total 3,519.2 O.T.M. = 12,607.6 Resisting/Overturning Ratio = 1.57 Vertical Loads used for Soil Pressure = 5,036.5 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1,1 per IBC '09, 1807.2.3. Force ..RESISTING Distance Moment lbs ft ft-* Soil Over Heel = 2,318.1 4.88 11,300.8 Sloped Soil Over Heel = 217.4 5.33 1,159,6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 143.8 1.25 179.7 Surcharge Over Toe = Stem Weight(s) 778.9 2,93 2,280.7 Earth ® Stem Transitions = 153,3 3,33 511.1 Footing Weighl = 937,5 3.13 2,929.7 Key Weight = 487,5 3.00 1,462.5 Vert. Component = Total = 5,036.5 lbs R.M.= 19,824,0 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 7'-4" retain w/ 2 to 1 backfill Job* : ...New... Dsgnr: Description.... Page;. Date: MAR 29,2011 This Wall in File: C:\Documents and Settlngs\TMALLIS\My 1 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 7.33 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 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 = 0,0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2,21 OK 1,58 OK 5,149 lbs 11.82 in 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 Soil Data Allow Soil Bearing = 2,500,0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115,00 pcf Soil Density, Toe = 115,00 pcf FootingllSoil Friction 0,300 Soil height to ignore for passive pressure = 12.00 in Thumbnail I L^i2liL22^i££liSli^^ Adjacent Footing Load Soil Pressure @ Toe = 1,603 psf OK Soil Pressure @ Heel = 45 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 2,244 psf ACl Factored @ Heel = 63 psf Footing Shear ® Toe = 36.9 psi OK Footing Shear @ Heel = 23,1 psi OK Allowable = 75,0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,825,6 lbs less 100% Passive Force = - 2,925,0 lbs less 100% Friction Force = - 1,544,7 lbs Added Force Req'd = 0,0 lbs OK .,,.for 1,5 ; 1 Stability = 0,0 lbs OK Lateral Load ...Height to Top ...Height to Boftom The above lateral load has been increased 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 Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0,00 ft 0,00 In 0,00 ft Line Load 0.0 ft 0.300 Stem Construction Top Stem 2nd Stem OK 3.33 Masonry 8,00 # 4 16.00 Edge stem OK 0.00 Masonry 12.00 # 5 8,00 Edge Design Height Above Fte ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data — fb/FB + fa/Fa = 0.447 0.639 Total Force @ Section lbs= 480.0 1,611.9 Moment...Actual ft-*= 640.0 3,938,3 Moment Allowable ft-*= 1,431,8 6,158.6 Shear Actual psi = 7.6 14.9 Shear Allowable psi = 38.7 38,7 Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 30.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi : psi : 1,500 24,000 Yes 1,500 24,000 Yes 21.48 21.48 1,000 1,000 7.60 11.60 Normal Weight ASD psi •• psi : TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 7'-4" retain w/ 2 to 1 backfill Job* : ...New... Dsgnr: Description,... Page: Date: MAR 29,2011 This Wall in File: C:\Documents and Settlngs\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 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 (5 2,50 ft 3,75' 6,25 12,00 in 12,00 in 48.00 in 2.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Heel Factored Pressure 2,244 63 psf Mu'; Upward 7,274 1,854 ft-* Mu': Downward 1.098 6,814 ft-* Mu: Design 6,176 4,960 ft-* Actual 1-Way Shear 36.90 23.11 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4® 11.00 in, *5@ 17,00 in, #6® 24,25 in, *7® 33.00 in, #8® 43.25 in, #9® 4 Heel: *4@ 11.75 in. *5@ 18.25 in. #6® 25,75 in, *7© 35.25 in, #8© 46.25 in, #9© 4 Key: *4@ 12.50 in, #5© 19.25 in, #6® 27.25 in, *7® 37.25 in, Sumnw^j^^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = 2,825.6 3.24 0.50 9,140.9 Total 2.825.6 O.T.M. 9,140.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • 2.21 5,149.0 lbs 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 Weigh! = Key Weight = Vert, Component = RESISTING Force Distance Moment lbs ft ft-* 2,318.1 217.4 143.8 778.9 153.3 937.5 600.0 4,88 5.33 1.25 2.93 3,33 3,13 3,00 11,300.8 1,159.6 179.7 2,280.7 511.1 2,929,7 1,800.0 Totai = 5,149.0 lbs R.M.= 20,161,5 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 8'-0" retain w/ 2 to 1 backfill 16h Job * : ...New... Dsgnr: Description..., Page; Date: MAR 29,2011 This Wall in File: c:\documents and settings\tmailis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*; RP-1194015 RP9.27 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 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 ll Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0,0 in Earth Pressure Seismic Load k Multiplier Used = 16.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 60,0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 266,0 psf/ft Soil Density, Heel = 115.00 pcf Soli Density, Toe = 115.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail J ^nLfi^!i^li^!22^^^S^^ I 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 been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 128,000 Total Seismic Force = 1,152.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soli at Back of Wall Poisson's Ratio 0,0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 8'-0" retain w/ 2 to 1 backfill 16h Job * : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: c:\docum6nts and settings\tmailis\my doc Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Stem Construction 1.58 OK 1.29 Ratio < 1.5! 5,914 lbs <^jWi 21.62 in f<l)K .^ Wall Stability Ratios Overturning = Sliding = Total Bearing Load = ...resultant ecc. = Soil Pressure ® Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than Allowable ACI Factored © Toe = 3,507 psf ACI Factored ® Heel = 0 psf Footing Shear @ Toe = 58.9 psi OK Footing Shear @ Heei = 39.5 psi OK Allowable = 75,0 psi Sliding Caics (Vertical Component NOT Used) 4' 2,505 psf OK 0 psf OK 3,300 psf Design Height /Vbove Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force Top Stem Stem ok 4,00 = Masonry 8,00 * 4 16,00 = Edge 2nd Stem OK 0,00 Masonry 12,00 * 7 8,00 Edge Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1,5 : 1 Stability = Load Factors 4,125.4 lbs 3,532,8 lbs 1,774.2 lbs 0.0 lbs OK 881,2 lbs NG = 0.716 0.792 Section lbs= 661.8 2.647,0 Moment,,.Actual ft-*= 1,367.0 8,028.2 Moment Allowable ft-*= 1,908,6 10,138.1 Shear Actual psi= 10,5 24,5 Shear Allowable psi= 51.6 51.6 Wall Weight psf= 84.0 133,0 Rebar Depth 'd' in = 5,25 9.00 LAP SPLICE IF ABOVE in = 24.00 42.00 LAP SPLICE IF BELOW in = 24,00 HOOK EMBED INTO FTG in = 8.56 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1,600 1.000 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi : 1,500 24,000 Yes 21,48 1,333 in = 7.60 = Normal Weight = ASD 1,500 24,000 Yes 21.48 I. 333 II, 60 psi = psi = Footin^D^^ l^^^ooting^^ 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 (5 2.75 ft 4.00 6.75 12.00 in 15.00 in 45.00 in 2.75 ft 60.000 psi 150.00 pcf 0,0018 Btm.= 3.00 in Toe Heel 3,507 0 psf 12,440 226 ft-* 1,307 8,636 ft-* 11,133 8,410 ft-* 58.88 39.53 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 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® 7.25 in, *5© 11.00 in, #6® 15,75 in, #7 Heel: #4© 9,00 in, #5® 14.00 in, #6© 19,75 in, #7>^ Key; *4© 9.50 in, *5® 14.50 in. #6® 20.50 in, #7® 28.00 in 21.25 in, #8® 28.00 in. *9® 35 27.00 in, *8@ 35,50 in, #9® 44 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 8'-0" retain w/ 2 to 1 backfill 16h Job # : ...New... Dsgnr: Description.... Page;. Date; MAR 29,2011 This Wall in File: c:\documents and settings\tmallis\my doc Retain Pro 9 ©1989-2011 Ver; 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacenf Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load • 3,307.5 817.9 Totai 4,125.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3.50 0.50 5,40 O.T.M. 11,576.3 4,416,8 15,993.0 1.58 5,913.8 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Force .RESISTING Distance Moment lbs ft ft-* Soil Over Heel = 2,760.0 5.25 14,490.0 Sloped Soil Over Heel = 258.8 5.75 1,487.8 Surcharge Over Heel = 1,487.8 Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 158.1 1.38 217.4 Surcharge Over Toe = Stem Weight(s) = 868.0 3.19 2,765,0 Earth ® Stem Transitions = 153.3 3.58 549,4 Footing Weighl = 1,012.5 3.38 3,417.2 Key Weight 703.1 3.38 2,373,0 Vert. Component = 2,373,0 Total = 5,913.8 lbs R.M.= 25,299.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 8'-0" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr: Description,,,. Page:. Date; MAR 29,2011 This Wall in File: C:\Documents and SettingsVTMALLISVMy 1 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J 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 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 = Design Summary 0.0 lbs 0.0 lbs 0.0 in Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.21 OK 1,51 OK 6,008 lbs 12,46 in ACI Factored @ Toe ACI Factored ® Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,396 psf 96 psf 43.8 psi OK 26.6 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ,,..for 1.5 ; 1 Stability = 3,307,5 lbs 3,206,3 lbs 1,802,3 lbs 0,0 lbs OK 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1,600 1,600 1,600 1,000 Soil Data J Allow Soil Bearing = 2,500,0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 60.0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 200,0 psf/ft Soil Density, Heel = 115,00 pcf Soil Density, Toe = 115,00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12,00 in Thumbnail J L^i212^22lj2l££li2ii^ I Adjacent Footing Load Soil Pressure @ Toe = 1,711 psf OK Soil Pressure @ Heel = 69 psf OK Allov,^able = 2,500 psf Soil Pressure Less Than Allowable Laterai Load = 0.0 #/ft .,,HeighttoToF = 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 to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0,00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0,300 Stem Construction JTqp Stern 2nd Design Height Above Fte ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = 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 jn = HOOK EMBED INTO FTGi; Stem OK 4.00 Masonry 8.00 # 4 16,00 Edge Stem OK 0.00 Masonry 12.00 # 7 8.00 Edge 0.447 480.0 640.0 1,431.8 7.6 38.7 84,0 5,25 24.00 24,00 in = 0.673 1,920.0 5,120.0 7,605.5 17.8 38.7 133.0 9,00 42.00 7.00 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi = 1,500 24,000 Yes 1,500 24,000 Yes 21,48 21.48 = 1,000 1.000 in= 7,60 11,60 = Normal Weight = ASD psi •• psi: TIM MALLIS P.E. '•>RCO BLOCK CO RIVERSIDE, CA. Title : 8'-0" retain w/ 2 to 1 backfill Job # : ...New... Dsgnr; Description.... Page;. Date; MAR 29,2011 This Wall in File: C:\Documents and SettingsVTMALLISVMy I Retain Pro 9 © 1989 - 2011 Ver; 9,27 8171 Registration*: RP.1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Toe Width = 2.75.,ft Heel Width 4.00 Total Footing Width = 6.75 Footing Thickness = 12.0OJn ' Key Width 15.00 in i Key Depth = 51,00 in Key Distance from Toe = \2.75 ft fc = 2.500 psi Fy = 60,000 psi Footing Concrete Density = 150,00 pof Min, As % = 0,0018 Cover @ Top 2.00 ® Btm.= 3.00 in JFootingJDesig^ Toe Heel 2.396 96 psf 9,247 2,458 ft-# 1,307 8,636 ft-* 7,940 6,178 ft-* 43,82 26.62 psi 75,00 75,00 psi None Spec'd None Spec'd None Spec'd 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@ 8,50 in, #5® 13,25 in, #6© 18,75 in, #7® 25.50 in, #8® 33.50 in, *9@ 42 Heel; *4@ 11.75 in, #5® 18.25 in, *6@ 25,75 In, *7® 35.25 in. *8® 46.25 in, *9@ 4 Key; #4® 9.50 in, #5© 14.50 in. *6@ 20.50 in, #7© 28.00 in. Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = 3,307.5 3.50 0.50 11,576.3 Total 3,307,5 O.T.M. = 11,576.3 2.21 6,007.6 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Force ...RESISTING., Distance Moment lbs ft ft-# Soil Over Heel = 2,760,0 5.25 14,490.0 Sloped Soil Over Heel = 258.8 5,75 1,487.8 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 158.1 1,38 217.4 Surcharge Over Toe = Stem Weight(s) = 868.0 3.19 2.765.0 Earth @ Stem Transitions = 153.3 3.58 549.4 Footing Weighl = 1,012,5 3.38 3,417.2 Key Weight = 796.9 3.38 2,689,5 Vert. Component = Total = 6,007,6 lbs R.M.= 25,616.3 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES;