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Home My WebLink AboutCT 12-05; LA COSTA RESIDENTIAL; RETAINING WALL STRUCTURAL CALCULATIONS; 2013-08-14 (2)ORCO 6'HIGH WALL W/2'-6" RETAINING FOR 85 MPH WIND 3 SEC. GUST @EXPC >PTJONAL FLAT CAP ORCO 6816 OR 6616 CMU GROUTED ONLY© VERT STEEL 04 VERT DROP-IN BAR 32" O/C PROVIDE 24" LAP INTO 8X8X16 CMU *6 STD JOINT REINFORCEMENT & 24" O/C (3 PLACES). USEtSSTD.FOR SLUMP BLOCK NOTE: PROVIDE *4 DOWEL fi DROP-IN BAR AT EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND @ WAU HEIGHT CHANGES DESIGN aOTBUA: PER 2010 CBC 1. SOIL BEARING PKCSSURE - 2500 PSF EQUNALB/T FUUJD PRESSURE ~« PSF PER LBGHTON REPORT. 2. mOWABLtLATBIAL PASSIVEPRESSUIE » 200 PSF. 3. GROUTSnmSTH •= 2000 PSI e 28 Mrs. •*. REmfORONG STEEL : GMDEeO. 5. SEISMIC -1 SEC AOCELBIATJON - 70%. 6. 1500 PSI MASONRY COMPRESSION STRENGTH. 1. CONCRETE BLOCK SHAU CONFORM TOASTMC90. ORCOSTD. SLUMPED BLOCK HAY BE USED. 2. CONCRETE fOR FOOTING SHAU BE 1 PART CEM0inO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVB. WTTH A MAXIMUM OF 1-1/2 GVIONS OF WATER FBI SACK. PORTLAND CB4ENTSHAU CONFORM TO ASTMC ISO TYPE n/V.R:-2500 PSt 3. REINFORCmGSJm.SHAa BEDEFORMBIAND CONFORM TO ASTMA eiSGRADESO. PROVIDEBAR DIAMETER LAP. ^-ROtARSHAU BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH rriS LOCATED. 5. CONCRETE BLOCK SHAU. BE lAYB} IN A RUNNING BOND PATTERN Wrm VERTICAL CONTTNUITY OF THE CBIS tMO. 6. ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHAU BE SOUD GROUTED. 7. USE OBP TYPES MORTAR PROPORTIONED USING ASTM C270. 1 PART CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SANO. B. GROUT FOR CONCRETE BLOCK TO BE 1 PART CEMBiT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 FARTS 3/B'PEA GRAVB. IF WEATHBt CONOmONSAREFAVORABlEAND BLOCK UNOBSTRUCTED cm SIZE IS SUFFIOENT TO Allow GOOD GROUT FLOW). WATBI SHALL BE ADDED TO PRODUa GOOD GKXJT FLOW WITHOUT XGREGATlONOFTHEOONSinjENrSPERASTM476. 9. BLOCK STEM HAY BE WET-SET 1-1/2" INTO THE fOOnNG WHILE THECONCRElTISPLASnC BLOCK STBt MAY BE PLACED TO ETTHER EDGE OF THE TRENCH TYPE FOOTING. 10. FOOTING MUST BE POURED ON OR BfTO UNDISTURBED NATURAL SXL OR ON COMPACTED Fia WTTHAMmiMUM COMPACTION OF 90%. 11. FIRST INSPECTION TO BE AFTER FOOTING TRBtCHS ARE READY FOR CONCRETE AND AaRBOmaiSTm IS Tm> IN PLACE. SECOND INSPEOION TO BE WHEN THE REQUIRED VBOICAL IS IN PLACE AND THEBUXX WAU IS READY TO GROUT. 12. MAXIMUM CONTROL MINT SPACING: 40'0/C OR 20'0/C IF THE WAU. IS TO BE STUCCO COATED. 12'DRAINSTAR SUB-DRAIN CONTINUOUS PERNER-S69. FOUOWMPGSINSTALLATION REOOMENDATIONS. PROVIDE OUTUET FITTING AND 4"0THROUGH NEW WAU. 0 IOC INTERVALS. OR USE413SDR 3SmtFPIPE W/1 CF0F3/4 GRAVEL-SLOPE TO DRAIN AND PROVmOUnET^ 100'MAX. SPACING. WALL PER SECTION E-E 'A' 'D' 'X' DOWEL 2'-6' j'-j* *U95Z'0/C 1 TAYLOR MORRISION HOMES LA COSTA TOWN CENTER CONT ' RECORD COPY initial Date ORCO WALL SYSTEM STRUCTURAL CALCULATIONS Silt Ke-feilning lOmlls, FOR TAYLOR MORRISON HOMES LA COSTA TOWN CENTER CARLSBAD, CA. <^«lf. /Vv«. Ill, 2<l} OffCO e/.OC/<- WC. 4570 RUTILE ST RIVERSIDE, CA 92509 TEL (951) 685-1521 FAX. (951) 685-4295 CT \^ 4-X4'POSTS 0 € 0/C MAX. BY OTHERS. 1/4'MIN. TBiPBW GLASS - OR PER aTYSTD./SOUN0 STUDY FOR REQD. THICKNSS. 2"Xr GALVANim) CHANNEL m'O/CW/16" EXT. INTO 6' CMU WALL CONNECTION TO GLASS PANEL BY OTHERS. 2-if3HORZ CONT. NOTE: FOR FOOTING AND DOWEL REQUIREMENTS- SEE6'HIGH WAa W/2'-6" RETAINING DETAIL W/ TRBKH TYPE FOOTINSS. 4' VIEW WALL OPTIONS WALL PER SECTION E-E TAYLOR MORRISION HOMES LA COSTA TOWN CENTER It TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : 2'-6" retain w/6' wall level 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 Wail Design Code: CBC 2010 Criteria Retained Height = 2.50 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 ; 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 I 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 = 10.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12,00 in Thumbnail I L^*®J2LL22i™£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 = 13.8 psf Uniform Seismic Force = 25.000 Total Seismic Force = 87.500 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 Ibs 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. Titie Job# Descripti 2"-6" retain w/6" wall level ...New... Dsgnr: on,,,. 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ,,.resultant ecc. Soil Pressure i Soil Pressure i Allowable ! Toe ! Heel 1.81 OK 1.59 OK 1,503 Ibs 10.30 in 1,941 psf OK 0 psf OK 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ ACI Factored @ Footing Shear{ Footing Shear ( Allowable Toe Heel I Toe I Heel 2,717 psf 0 psf 0.0 psi OK 5.2 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 389.9 lbs less 100% Passive Force = - 125.0 Ibs less 100% Friction Force = - 496.1 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Stem Construction 1 Top Stem 2nd Stem OK Stem OK Design Height Above Ftj ft = 2.50 0,00 Wall Material Above "Ht" = Masonry Masonry Thickness = 6.00 8,00 Rebar Size = # 4 # 4 Rebar Spacing = 32.00 32,00 Rebar Placed at = Center Edge Design Data — Edge fb/FB + fa/Fa 0.496 0,628 Total Force @ Section Ibs = 82.8 252,2 Moment....Actual ft-# = 248.4 615,0 Moment Allowable ft-# = 500.8 979.0 Shear Actual psi = 2.5 4.0 Shear Allowable psi = 51.6 51.6 Wall Weight psf = 47.0 84.0 Rebar Depth 'd' in = 2.75 5.25 LAP SPLICE IF ABOVE in = 24.00 24.00 LAP SPLICE IF BELOW in = 24,00 HOOK EMBED INTO FTG in = 7.03 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 No 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 3.90 7.60 Normal Weight ASD psi psi JFootin^b^^ I^Footin^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 0.00 ft 2.75 2.75 12.00 in 12.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Factored Pressure = 2,717 Mu': Upward = 0 Mu': Downward = 0 Mu: Design = 0 Actual 1-Way Shear = 0.00 Allow 1-Way Shear = 0.00 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 338 ft-# 1,550 ft-# 1,213 ft-# 5.20 psi 75,00 psi TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-6" retain w/6' wall level 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 ^Sum^^ Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 245.0 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 82.8 Seismic Earth Load = 62.1 1.17 0.50 6.50 2.10 285.8 538.2 130.5 Total 389.9 O.T.M. = 954.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.81 1,503.5 lbs Force Ibs .RESISTING Distance ft 599.0 492.0 412.5 1.71 0.29 1.38 1.00 Moment ft-# 1,023.2 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight = Vert. Component = Total = 1,503.5 Ibs R.M.= ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 140.5 567.2 1,730.9 DESIGNER NOTES: It Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Pole Footing Embedded In Soi! Description : 2' RETAIN B'-O' wall 85c trench footing Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Width 12.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500.0 psf Project Title: Engineer: Project Descr: Project ID: Primed: 1 JUL 2013, 4:19PM File = CAD00UME-1\TMALLISW¥0CU-1\etiERGV'i\NEVW^ EC6 | ENERCALC, INC. 1983-2013, Build 6.13 5.31 Ver:*. I.U.'JO " Licensee : ORCO SLOCK COM Pii»lVlNC Controlling Values Governing Load Combination; +D+W+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 0.2728 l< 0.6131 l<-ft 269.090 psf 269.437 psf Mhilmum Rfqulnd Daplh 3.125 R Footing Base Area : Maximum Soil Pressure Applied Loads Lateral Concentrated Load 1.0ft"2 0.0 ksf 0: Dead Load Lr: Roof Live L; Live S:Snow W: Wind E; Earthquake H: Lateral Earth Load distance above ground surface k k k k k 0.0870 k 0.190 k 0.830 ft Lateral Distributed Load k/ft k/ft k/ft k/ft 0.01380 k,'ft k/ft k/ft TOP of Load above ground surface 8.50 ft BOTTOM of Load above ground surface 2.50 ft Vertical Load Load Combination Results itiiwd Combiria-iprif •''' ™ +D+W+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D-K).750L+0.750S-K).750W+H +D+0.750Lr-K).750L+0.5250E+H +D-K).750L+0,750S+0,5250E+H -M3.60D+W+H -K}.60D+0,70E+H 0,273 0.613 3.13 269.1 0.249 0.207 2,63 223.1 0.252 0.499 3.00 264.2 0.252 0,499 3.00 254.2 0.234 0.194 2.50 217.1 0.234 0.194 2.50 217.| 0.273 0.613 3.13 269.1 0.249 0.207 2.63 223.1' 1.330 1.330 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title ; 2'-0" retain w/6" wall 2 tol Job # : ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: C:\Documents and Settmgs\TMALLIS\My 1 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overtuming & 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 = 530.9 1.35 0.50 715.2 82.8 42.6 6.00 1.80 496.8 76.7 Total 656.3 O.T.M. = 1,288.7 Resisting/Overturning Ratio = 1.50 Vertical Loads used for Soil Pressure = 1,541.4 Ibs 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 Force Distance Moment lbs ft ft-# Soil Over Heel = 479.2 Sloped Soil Over Heel = 124.8 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) = 450.0 Earth @ Stem Transitions = Footing Weigh! = 412.5 Key Weight = 75.0 Vert. Component = 1.71 2.06 0.28 1.38 2.25 818.6 256.5 126.5 567.2 168.8 Total = 1,541.4 lbs R.M.= 1,937.5 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: kfe fill CE319, '^^l Exp. 12/31/ 25 2014 V\CM m I m Is? tD' ;d5 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 3'-0" retain w/ 6' wall 2 to 1 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 Registrations: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Jl Retained Height = 3.00 ft Wall height above soil = 6.00 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 Ii Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.90 OK 1.57 OK 2,492 lbs 11.02 in Soil Pressure @ Toe = 1,997 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 2,796 psf 0 psf 0.0 psi OK 3.6 psi OK 75.0 psi ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,036.4 Ibs less 100% Passive Force = - 800.0 Ibs less 100% Friction Force = - 822.5 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure IVlethod psf Heel Active Pressure 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in J Thumbnail i rLa*®*^^' Load Applied jtem^ [Adjacent Footing Load Lateral Load = o.O #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 13.8 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 J Top Stem 2nd Stem OK 3.00 Masonry 6.00 # 4 32.00 Center Stem Construction Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa = 0.496 Total Force @ Section Ibs = 82.8 Moment....Actual ft-#= 248.4 Moment Allowable ft-# = 500.8 Shear Actual psi = 2.5 Shear Allowable psi = 51.6 Wall Weight psf = 47.0 Rebar Depth 'd' in = 2.75 LAP SPLICE IF ABOVE in = 24.00 UP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.414 375.3 789.3 1,908.6 6.0 51.6 84.0 5.25 24.00 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 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: 1,500 24,000 No 1,500 24,000 Yes 21.48 21.48 1.333 1.333 in = 3.90 7.60 = Normal Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 3'-0" retain w/ 6" wall 2 to 1 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 FootJr^^ I^^JFootin^Desj^^ 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 (E 0.00 ft 3.50 Toe 3.50 12.00 in 12.00 in 18.00 in 2.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,796 0 0 0 0.00 0.00 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 Heei 0 psf 1,484 ft-# 3,729 ft-# 2,245 ft-# 3,62 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total 953.6 82.8 1.81 0.50 7.00 O.T.M. 1,721.7 579.6 2,301.3 1,036.4 1.90 2,492.3 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Force lbs .RESISTING Distance ft 977.5 230.8 534.0 525.0 225.0 Moment ft-# 2.08 2.56 0.29 1.75 3.00 2,036.5 589.8 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 2,492.3 lbs R.M.= ^-^y^^^ * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 154.5 918.8 675.0 DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 3'-0" retain w/6'wall 2to1 Job# : ...New... Dsgnr; Description.... Page; Date: MAR 29,2011 This Wall in File: C:\Docum6nts 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 = 3.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 6.00 in Water height over heei = 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 Earth Pressure Seismic Load 1 Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data 1 Allow Soil Bearing = 2.500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail Jl rLateraML^^ {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 13.8 psf 30.000 120.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 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 ; 3'-0" retain w/6" wall 2 to 1 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 Design Summary Stem Construction Top Stem 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.66 OK 1.18 Ratio < 1 2,417 Ibs 12.84 in 5! Soil Pressure @ Toe = 2,370 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,318 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 6.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,121.6 lbs less 100% Passive Force = - 525.0 Ibs less 100% Friction Force = • 797.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 359.6 Ibs NG Load Factors Building Code CBC2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths || Toe Width 0.00 ft Heel Width 3.50 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 12.00 in Key Distance from Toe = 2.50 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 ft= Design Height Above Ftj Wall Material Above "Hi" = 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 in = HOOK EMBED INTO FTG in = Stem OK 3.00 Masonry 6.00 # 4 32.00 Center Sterti OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.496 82.8 248.4 500.8 2.5 51.6 47.0 2.75 24.00 24.00 0.464 439.2 885 1,908. 7 51 84, 5.25 24.00 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 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi = 1,500 24,000 No 1,500 24,000 Yes 21.48 21.48 1.333 1.333 3.90 7.60 Normal Weight ASD psi = psi = Footing Design Results Toe Heel Factored Pressure 3,318 0 psf Mu': Upward 0 990 ft-# Mu'; Downward 0 3,729 ft-# Mu: Design 0 2,739 ft-# Actual 1-Way Shear 0.00 6.60 psi Allow 1-Way Shear 0.00 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; #4@ 11.75 in, #5@ 18.25 in, #6^ Key: Not Req'd = Mu<S*Fr ! 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : 3'-0" retain w/6'wall 2 tol 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 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft n-4t 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 953.6 82.8 85.2 1.81 0.50 7.00 2.40 1,721.7 579.6 204.5 Total 1,121.6 O.T.M. = 2,505.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.66 2,417.3 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. Force Ibs .RESISTING Distance ft Soil Over Heel = 977.5 Sloped Soil Over Heei = 230.8 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) = 534.0 Earth @ Stem Transitions = Footing Weighl = 625.0 Key Weight = 150.0 Vert. Component = 2.08 2.56 0.29 1.75 3.00 Moment ft-# 2,036.5 589.8 154.5 918.8 450.0 Total = 2,417.3 lbs R.M.= 4,149.5 ' Axial live load NOT Included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1925 51/2014 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title ; 4'-0" retain w/ 6" wall 2 to 1 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 = 4.00 ft Wall height above soil = 6.00 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 /Vxial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 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 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Wall Stability Ratios Overtuming = 2.11 OK Sliding = 1.57 OK Total Bearing Load = 3,816 Ibs ...resultant ecc. = 12.16 in Soil Pressure @ Toe = 2,057 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,879 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,637.6 lbs less 100% Passive Force = - 1,306.3 Ibs less 100% Friction Force = - 1,259.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Thumbnail I "^^l^i^lJL^^!!^ I 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 Stem Construction 0.0 #/ft Adjacent Footing Load = 0.0 Ibs 0.00 ft Footing Width = 0.00 ft 0.00 ft Eccentricity = 0.00 in 1.00 Wall to Ftg CL Dist 0.00 ft 1.00 Footing Type Line Load Base Above/Below Soil 0.0 ft 13.8 psf at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Top Stem 2nd Stem OK Stem OK Design Height Above Ft£ ft= 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 6.00 8.00 Rebar Size = #4 #4 Rebar Spacing = 32.00 16.00 Rebar Placed at = Center Edge Design Data fb/FB + fa/Fa = 0.496 0.667 Total Force @ Section lbs = 82.8 602.8 Moment....Actual ft-#= 248.4 1,272.9 Moment Allowable ft-#= 500.8 1,908.6 Shear Actual psi= 2.5 9.6 Shear Allowable psi= 51.6 51.6 Wall Weight psf = 47.0 84.0 Rebar Depth 'd' in= 2.75 5.25 LAP SPLICE IF ABOVE in= 24.00 24.00 LAP SPLICE IF BELOW In = 24.00 HOOK EMBED INTO FTG in = 7.47 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 No 1,500 24,000 Yes 21.48 1.333 3.90 Normal Weight ASD 21.48 1.333 7.60 psi : psi : TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ 6" wall 2 to 1 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 Toe Width = . '0.00 ft Heel Width = 4.50 Total Footing Width = 4.50 Footing Thickness = i 12 00 in i Key Width = I 12.0010 i Key Depth = ,'27.00 in / Key Distance from Toe = \l 3.50 ft.'' fc = 2,500 psi Fy = 'fea.OODpsi 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 2.879 0 psf Mu': Upward 0 4,281 ft-# Mu'; Downward 0 8.343 ft-# Mu: Design 0 4,062 ft-# Actual 1-Way Shear 0.00 2.36 psi Allow 1-Way Shear 0.00 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: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8(? Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in. #7@ 37.25 in. ! 46.25 in, #9@ 4 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 1,554.8 82.8 2.31 0.50 8.00 3,584.7 662.4 Total = 1,637.6 O.T.M. = 4,247.1 2.11 3,816.3 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 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 Weighl = Key Weight = Vert. Component = Force Ibs .RESISTING Distance ft 1,763 3 422.5 2.58 3.22 Moment ft-# 4,555.3 1,361.3 618.0 0.30 182.5 675.0 2.25 1,518.8 337.5 4.00 1,350.0 Total = 3,816.3 Ibs R.M.= 8,967.8 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; CE31925 ^Im' '2/31/2014 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : 4'-0" retain w/ 6' wall 2 to 1 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 Surcharge Loads Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) Retained Height = 4.00 ft Wall height above soil = 6.00 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 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in 1 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 = 13.8 psf Uniform Seismic Force = 40.000 Total Seismic Force = 200.000 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 lipi CE31925 ,n,| \\;^\ Exp. 12/31/2014 /-"^/ TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title Job# Descripti 4'-0" retain w/ 6" wall 2 to 1 ...New... Dsgnr: ion.... 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 j Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.85 OK 1.23 Ratio < 1. 3,741 lbs 14.19 in Soil Pressure @ Toe = 2,336 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable Stem Construction Design Height Above Ftf 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 2nd ACI Factored (S ACI Factored @ Footing Shear ( Footing Shear ( Allowable Toe Heel I Toe S Heel 3.270 psf 0 psf 0.0 psi OK 5.1 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,779.6 Ibs less 100% Passive Force = - 956.3 Ibs less 100% Friction Force = - 1,234.6 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 478.5 lbs NG Stem OK 4.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = lbs: ft-# = ft-# = psi : psi = psf: in: in: in = 0.496 82.8 248.4 500.8 2.5 51.6 47.0 2.75 24.00 24.00 0.786 716.4 1,500 1,908, 11 51 84, 5.25 24.00 8.40 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 No 1,500 24,000 Yes Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths | Toe Width = 0.00 ft Heel Width 4.50 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth 21.00 in Key Distance from Toe = 3.50 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 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc 21.48 21.48 1.333 1.333 3.90 7.60 Normal Weight ASD psi : psi : Footing Design Results Toe Heel Factored Pressure 3,270 0 psf Mu': Upward 0 3,361 ft-# Mu': Downward 0 8,343 ft-# Mu; Design 0 4,982 ft-# Actual 1-Way Shear 0.00 5.09 psi Allow 1-Way Shear 0.00 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: #4@ 11.75 in, #5@ 18.25 in, #6{? Key; Not Req'd = Mu<S*Fr 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 4'-0" retain w/ 6' wall 2 to 1 Job # : ...New... Dsgnr; Description.... Page;. Date; MAR 29,2011 This Wall in File: C:\Documents and SettingsVTMALLIS\My I 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 Ibs ft ft-# Heel Active Pressure = 1,554.8 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 82.8 Seismic Earth Load = 142.0 2.31 0.50 8.00 3.00 3,584.7 662.4 426.0 Total 1,779.6 O.T.M. 4,673.1 Resisting/Overturning Ratio = 1.85 Vertical Loads used for Soil Pressure = 3,741.3 Ibs 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 Ibs .RESISTING Distance ft Soil Over Heel = 1,763.3 Sloped Soil Over Heel = 422.5 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) = 618.0 Earth @ Stem Transitions = Footing Weighl = 675.0 Key Weight = 262.5 Vert. Component = 2.58 3.22 0.30 2.25 4.00 Moment ft-# 4,555.3 1,361.3 182.5 1,518.8 1,050.0 Total = 3,741.3 Ibs R.M.= 8,667.8 ' Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES; \m CE31 Exp. 12/5 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 5'-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 Design Summary Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.44 Ratio < 1 1.22 Ratio <1 2,595 Ibs 15.05 in .5! .5! Soil Pressure @ Toe = 2,318 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored i ACI Factored ( iToe iHeel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,245 psf 0 psf 27.3 psi 17.5 psi OK 75.0 psi OK 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 1,767.8 Ibs 1,306.3 Ibs 856.2 ibs 0.0 lbs OK 489.3 ibs NG Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths | Toe Width = 1.50 ft Heel Width 2.50 Total Footing Width = 4.00 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth 27.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 ( g Btm.= 3.00 in •^"•••••••••^^ Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Hf = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.679 Total Force @ Section lbs = 990.0 Moment....Actual ft-#= 1,797.9 Moment Allowable = 2,647.5 Shear Actual psi = 15.7 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 = 8.68 Masonry Data fm 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: 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 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: #4@ 13.25 in, #5@ 20.50 in, #6g Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6i? Toe Heel 3,245 0 psf 3,389 3 ft-# 403 2,195 ft-# 2,985 2,192 ft-# 27.29 17.48 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 ! 27.25 in, #7@ 37.25 in. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE. CA. Title Job# Descripti S'-O" retain w/ 2 to 1 backfill ...New... Dsgnr: ion.... 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 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING. Force Distance Ibs 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 1,554.8 213.0 2.31 0.60 3.60 Moment ft;* 3,584.7 766.8 Total 1,767.8 O.T.M. 4,351.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • 1.44 2,594.5 Ibs 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 Ibs ft ft-# Soil Over Heel = 1,054.2 3.08 3,250.3 Sloped Soil Over Heel = 96.6 3.39 327.5 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 86.3 0.75 64.7 Surcharge Over Toe = Stem Weight{s) 420.0 1.83 770.0 Earth @ Stem Transitions = Footing Weighl = 600.0 2.00 1,200.0 Key Weight = 337.5 2.00 675.0 Vert. Component = Total = 2,594.5 lbs R.M.= 6,287.5 Axial live load NOT included in total displayed, or used for overturnina resistance, but is included for soil pressure calculation. DESIGNER NOTES; "J-ij CE31825 Vm \ \ Exp. 12/31/2014 1^ 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 = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axia! Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in JDesijtn^^^ Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure ( Soil Pressure ( Allowable ! Toe ! Heel Soil Pressure Less Than Allowable ACI Factored ^ ACI Factored g Footing Shear Footing Shear Allowable Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Soil Data 1.85 OK 1.60 OK 3,562 Ibs 12.68 in 1,801 psf OK 0 psf OK 2,500 psf Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in ! Toe = 2,522 psf ! Heel = 0 psf g Toe = 28.5 psi OK @ Heel = 18.0 psi OK = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,080.0 Ibs less 100% Passive Force = - 2,156,3 Ibs less 100% Friction Force = - 1,175.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Thumbnail I Latera | 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 Stem Construction Design Height Above Ftc Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Top Stem 2nd Stem OK 3.00 Masonry 8.00 # 4 16.00 Edge Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge = 0.153 0.459 lbs= 292.5 1,170.0 Moment....Actual ft-#= 292.5 2,340.0 Moment Allowable ft-#= 1,908.6 5,092.6 Shear Actual psi= 4.6 10.8 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 = 6.43 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: 1,500 24,000 Yes 1,500 24,000 Yes 21.48 21.48 1.333 1.333 7.60 11.60 Normal Weight ASD 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 Toe Width = 1.75ft Heel Width = 3.00 / Total Footing Width = 4.76 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 39.00 in Key Distance from Toe = : 1.75 ft fc = 2,500 psi Fy Footing Concrete Density = Min. As % : Cover @ Top 2.00 = 60.0PQ-psi 150.00 pcf 0.0018 @ Btm.= 3.00 in Toe Heel 2,522 0 psf 4,193 327 ft-# 581 3,191 ft-# 3,612 2,864 ft-# 28.51 17.99 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, #6@ 20.50 in, #6@ 29.00 in, #7| Heel:#4@ 11.75 in, #5@ 18.25 in.#6@ 25.75 in,#7(J Key; #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7^ 39.25 in, #8@ 48.25 in. #9@ 4 35.25 in. #8@ 46.25 in, #9@ 4 37.25 in. Summ^^ Item OVERTURNING Force Distance Moment Ibs ft ft-# Force Ibs .RESISTING Distance ft Moment ft-# Heel Active Pressure •• Surcharge over Heel •• Toe Active Pressure • Surcharge Over Toe •• Adjacent Footing Load • Added Lateral Load • Load @ Stem Above Soil •• 2,080.0 2.67 0.50 5,546.7 Total 2,080.0 O.T.M. = 5,546.7 1.85 3,561.6 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 = 1,380.0 115.0 100.6 651.0 115.0 712.5 487.5 3.75 4.08 0.88 2.19 2.58 2.38 2.25 6,175.0 469.6 88.0 1,422.8 297.1 1,692.2 1,096.9 Total = 3,561.6 Ibs R.M.= 10,241.5 * 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 : 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 Surcharge Loads Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs /Social Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) 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 Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 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 0.330 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 Unifonn Seismic Force = 60.000 Total Seismic Force = 420.000 4 Thumbnail J I 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 Ibs 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'-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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. I Stem Construction | Top stem ""••••••••••••••••••i^^ Stem Cii 2nd 1.48 Ratio < 1 1.20 Ratio < 1 3,487 lbs 17.23 in Soil Pressure @ Toe = 2,476 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,466 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 35.8 psi OK Footing Shear @ Heel = 22.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,378.2 Ibs less 100% Passive Force = - l!706.3 lbs less 100% Friction Force = - 1,150.6 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 710.5 lbs NG Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths | Toe Width 1.75 ft Heel Width 3.00 Total Footing Width = 4.75 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 33.00 in Key Distance from Toe = 1.75 ft fc = 2,500 psi Fy = : 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 g 3 Btm.= 3.00 in _ . , , . Stem OK Stem OK Design Height Above Ftg ft = 3.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = #4 #5 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.254 0.6IO Total Force @ Section Ibs = 356.4 1.425.6 Moment...Actual ft-#= 484.2 3,106.8 Moment Allowable ft-#= 1,908.6 5,092.6 Shear Actual psi= 5.7 13.2 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 = 8.54 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 psi : psi • 1,500 24,000 Yes 1,500 24,000 Yes 21.48 21.48 1.333 1.333 in= 7.60 11.60 = Normal Weight = ASD psi •• psi: JFooting^ Toe Heel Factored Pressure = 3,466 0 psf Mu'; Upward = 5,291 7 ft-# Mu'; Downward = 581 3,191 ft-# Mu: Design = 4,710 3,185 ft-# Actual 1-Way Shear = 35.81 22.02 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@ 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(5) 4 Key: #4@ 12.50 in, #5@ 19.25 in. #6@ 27.25 in, #7@ 37.25 in, j ^ CE31925 \ Exp. 12; •01/2014 /^// 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:VDocuments 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 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 2,080.0 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 298.2 2.67 0.50 4.20 5,546.7 1,252.4 Total 2,378.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. 6,799.1 1.48 3,486.6 Ibs 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 = 1,380.0 3 75 5,175.0 Sloped Soil Over Heei = 115.0 4 08 469.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 100.6 0 88 88.0 Surcharge Over Toe = Stem Weight(s) = 651.0 2 19 1,422.8 Earth @ Stem Transitions = 115.0 2 58 297.1 Footing Weighl = 712.5 2 38 1,692.2 Key Weight = 412.5 2 25 928.1 Vert. Component = Total = 3,486.6 Ibs R.M.= 10,072.8 /Uial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: ORCO 6' HIGH WALL W/2'-0" TO 4'-0" RETAINING FOR 85 MPH WIND 3 SEC. GUST @EXPC OPTIONAL FLAT CAP ORCO 6816 OR 6616 CMU GROUTED ONLY® VERT STEEL 04 VBIT DROP-IN BARB 32'0/C PROVIDE 24' LAP INTO 8X16 CMU STEMXLOW. teSTD JOINT RBNFORCEMENT 024" 0/C (3 PLACES). NOTE: PROVIDE #4 DOWEL & 04 DROP-IN BAR AT EACH SIDE OF CONTROL XINTS, ENDS OF WALLS AND 0 WAU HBGHTOiANGES 2T01BACKF1ULUSE BACKFIU. PER SOILS SVSi, DESIGN aOTERlA: PER 2010 CBC l.S3ILBEmmPR^IME^2S00P^ Bm'AlBIT FLUID flRSSSME =.« flSFflER i£R»flTW «SWr. 2. ALLOWABLE LATERAL PASSn/E PRESSURE200 PSF. 3. GROUT STRENGTH-=2000 PSI 028 DAYS. 4. RemKMCINGSTm: GRADE60. 5. SBSMIC'l SEC ACCELERATION = 70%, 6. ISOO PSI MASONRY COMPRESSION STRBIGTH. 4'DIA SDR 3SPBIFPIPE W/1 CF. 3/4"GRAVEL WRAPPED W/MIRAR 14(mnLTER FABRIC-S.OPE TO CrnAIN. WATBIPROC^ BACKSIDE OF RETAmmS WALL 1. CONOiETE BLOCK SHAa CONFORM TO ASTM cm. ORCOSTD. PRBOSION BLOCK MAY BE ISED. 2. CONCRETE FOR FOOTING SiALL BE 1 PART CEMENT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS OMlfi. 1W7W A MAXIMUM OF 1-1/2 GALLONS OF WATS PER SACK PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE lI/V.Fc:-=2SO0 PSI 3. mNFOROnG STEEL SHAa BE DEFORMBJ AND CONFORM TO ASTM A eiSGRADEeO. PROVIDE 48 BAR DKMETER LAP. 4. RISAR SHALL BE CENTERS} m Tie CONCRETE BLOCK CELL IN VrnKHTTIS LOCATED. 5. CCXKmE BLOCK SHALL CLAYED IN A RUNNING BOND PATTERN WITH VBTnCALOONTINUnY OF THE CEUS UNO. 6. AU BLOCK CELLS CONTAININB VERTICAL ROAR SHALL BE SCHJD GROUTED. 7. UXOBP TYPES MORTAR PROPORTIONB) USING ASTM C270.1 PART CB4ENnO 1/2 PART UME TO 4-1/2 PARTS DiWP, LOOSE SAND. 8. GR0UTF0RCOteXErEBUXKT0BEllWaCB1BlTT03 PARTS SAW (SiOUT MAY CONTAIN 2 PARTS 3/8" PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK miBSTRUCTED CBLSBEBSmOENT TO ALLOW GOOD GROUT FLOW). WATER SHALL mAK^ TO PRODUCE GOOD GROUT FLOW VOTHOUT SEGREGATION CM" THE OONSnUENTS PER ASTM476. 9. BLOCKSrmmYK WET-SET 1-1/2" nm THE FOOTING WHILE THE CONCRETE IS PLASTIC BLOCK STBI MAY BE PLACED TO EPHER EXSEOF THE TRBKH TYPE FOOTING. 10. FOOTING HIST BE POURED ON OR mo imoisnmai NATURAL SOIL OR ON OOMPKJB) FILL WITH A MINIMIM COMPACTION OF S0%. 11. FIRST INSPECnON TO BE AFTER FOOTOKS TRENOSSARE READY FOR CONCRETE AND ALL RBJiORB) STEEL IS TIED IN PLACE. SXONDINSFKTIONTD BE WHEN TK REQUIRED VERTICAL IS IN PLACE AND TK BLOCK WALL IS READY TO SiOUT. 12. MAxmuM CONTROL xmr SPACING: 40" 0/C OR 20'0/C IF nm WAU IS TO BE STUCCO COATED. #4«CWZ CDWr. ei2'0/C TOPANDBCmmASSHOmi WALL PER SECTION C-C TAYLOR MORRISION HOMES LA COSTA TOWN CENTER 3'-0' 'B' 2'-9" 3-6' 4'-6" 'C DOWEL *U»3Z' 0/C 12' 33- #4«/6' 0/C • i45- ir I— *itH6' 0/C 157 ,0/ ir L 'D' BAR #umz' o/c 6' I #4#/6' o/c 6'\ *5«I6' 0/C 45' 6'\ jjJ' 10' 18- 27' TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : 2'-0" retain w/6'wall 2 to 1 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 = 6.00 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 "lixial Load Applied to Stem Ii 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. 1.69 OK 1.58 OK 1,591 Ibs 10.18 in Soil Pressure @ Toe = 2,015 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2.500 psf Soil Pressure Less Than Allowable 2,821 psf 0 psf 0.0 psi OK 4.7 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 613.7 Ibs less 100% Passive Force = - 444.4 Ibs less 100% Friction Force = - 525.2 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 lbs OK 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 65.0 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 0.330 Soi! height to ignore for passive pressure = 12.00 in J Thumbnail I [Lateira^^ [ 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 = 13.8 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 Ibs 0.00 ft 0.00 in O.OD ft Line Load 0.0 ft 0.300 Stem Construction J[op^Stem 2nd Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge "•""••••••^^ Stem OK Design Height Above Ftg ft= 2.00 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Center Design Data ^ fb/FB + fa/Fa = 0.496 0.511 Total Force @ Section lbs= 82.8 212.8 Moment....Actual ft-#= 248.4 500.7 Moment Allowable ft^= 500.8 979.0 Shear Actual psi = 2.5 3.4 Shear Allowable psi= 51.6 51.6 Wall Weight psf= 47.0 84.0 Rebar Depth 'd' in= 2.75 5.25 LAP SPLICE IF ABOVE in= 24.00 24.00 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 No 1,500 24,000 Yes 21.48 21.48 1.333 1.333 3.90 7.60 Normal Weight ASD psi : psi : TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-0" retain w/6'wall 2 to 1 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 Footing^ | JFo«o^tin^ies^^ Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.00 ft- 2.75 Toe Heel 2.75 12.00 in 12.00 in 10.00 in 1.75 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 Factored Pressure 2,821 0 psf Mu': Upward 0 375 ft-# Mu': Downward 0 1,589 ft-# Mu; Design 0 1,216 ft-# Actual 1-Way Shear 0.00 4.73 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd 75.00 psi 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 Ibs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 530.9 82.8 1.35 0.50 6.00 715.2 496.8 Total 1,212.0 613.7 O.T.M. = Resisting/Overturning Ratio = 1.69 Vertical Loads used for Soil Pressure = 1,591.4 Ibs Vertical component of active pressure NOT used for soil pressure Force Ibs .RESISTING Distance ft Moment ft-# Soil Over Heel = 479.2 Sloped Soil Over Heei = 124.8 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) = 450.0 Earth @ Stem Transitions = Footing Weighl = 412.5 Key Weight = 125.0 Vert. Component = 1.71 2.06 818.6 256.5 0.28 1.38 2.25 126.5 567.2 281.3 Totals 1,591.4 lbs R.M.= 2,050.0 ' Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : a'-O"'retain w/6'wall 2 tol Job# ; ...New... Dsgnr: Description.... Page; Date; MAR 29,2011 This Wall in File: C:VDocuments and Settings\TM/M.LIS\My I Retain Pro 9© 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Surcharge Loads mi Retained Height = 2.00 ft Wall height above soil = 6.00 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 = 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 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 psf/ft Toe Active Pressure 0.0 psffft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail I I^SeraiToadA^ | 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 = 13.8 psf Uniform Seismic Force = 20,000 Total Seismic Force = 60.000 Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 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'-0" retain w/6'wall 2 to 1 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 Design Summary Wall Stability Ratios Overtuming Sliding 1.50 OK 1.23 Ratio < 1. Total Bearing Load = 1,541 Ibs ...resultant ecc, = 11.45 in Soil Pressure @ Toe = 2,441 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,418 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 0,0 psi OK Footing Shear @ Heei = 7.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 656.3 Ibs less 100% Passive Force = -300.0 Ibs less 100% Friction Force = -508.7 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 175.8 lbs NG Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths | Toe Width 0.00 ft Heel Width 2.75 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 6.00 in Key Distance from Toe = 1.75 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 Stem Construction Design Height Above Ft£ Wall Material Above "Ht" '• Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Top Stem 2nd Stem OK 2.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge = 0.496 0.540 bs= 82.8 241.2 Moment....Actual ft-#= 248.4 529.1 Moment Allowable ft-#= 500.8 979.0 Shear Actual psi = 2.5 3.8 Shear Allowable psi = 51.6 51.6 Wall Weight psf= 47.0 84.0 Rebar Depth 'd' in= 2.75 5.25 LAP SPLICE IF ABOVE in= 24.00 24.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG In = 6.05 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 No 21.48 1.333 1 = 3.90 = Normal Weight = ASD 1,500 24,000 Yes 21.48 1.333 7.60 pSI : psi : Footing Design Results Toe Heel Factored Pressure 3,418 0 psf Mu'; Upward 0 200 ft-# Mu'; Downward 0 1,589 ft-# Mu: Design 0 1,389 ft-# Actual 1-Way Shear 0.00 7.04 psi Allow 1-Way Shear 0.00 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 '\m\ CE3192 Exp. 12/31/ 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 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 j| Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.78 OK 1.71 OK 703 Ibs 5.36 in Soil Pressure @ Toe = 1,094 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1.531 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.6 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 352.1 lbs less 100% Passive Force = - 369.4 Ibs less 100% Friction Force = - 232.1 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 lbs OK 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 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail I i^i^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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Top Stem ••'•^^•'•••••^^ Stem OK Design Height Above Ftc ft= o.OO Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data ibIFB + fa/Fa Total Force @ Section Ibs = 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 = 0.118 130.0 86.7 734.5 2.1 38.7 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 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 1.000 I = 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 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 ( 0.50 ft 1.25 1.75 12.00 in 12.00 in 8.00 in 0,50 ft 60,000 psi 150.00 pcf 0.0018 1 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; Not Req'd = Mu<S*Fr Toe 1,531 281 65 217 4.57 75.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 5 ft-# 155 ft-# 2.77 psi 75.00 psi .Syjj!MiglD( Pf Qygrturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Force Ibs .RESISTING Distance ft Moment ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 352.1 1.10 0.50 386.' Total = 352.1 O.T.M. = 386.4 1.78 703.2 Ibs 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 = 134.2 9.8 1.46 1.56 195.7 15.2 28.8 0.25 7 168.0 0.83 140 262.5 0.88 229 100.0 1.00 100 703.2 Ibs R.M.= 687 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'-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 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 & Overtuming Soil Data 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 65.0 psf/ft 0.0 psf/ft 200.0 psf/ft 115.00 pcf 115.00 pcf 0.330 12.00 in Thumbnail I [ Lateral Load Applied to Stem "| [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Axial Load Applied to Stem | 1 has been increased 1 by a factor of 1.00 Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Wind on Exposed Stem = 0.0 psf Earth Pressure Seismic Load 1 Uniform Seismic Force = 20.000 Multiplier Used = 10.000 (Multiplier used on soil density) • Total Seismic Force = 60.000 Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 miki llm CE31025 ^Vml 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 Design Summary Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.43 Ratio < 1 1.33 Ratio < 1 678 lbs 6.97 in 1,536 psf OK 0 psf OK 2,500 psf .5! .5! Soil Pressure Less Than Allowable 2,150 psf 0 psf 6.1 ps: 2.8 pSi 75.0 psi OK OK ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 394.7 Ibs less 100% Passive Force = - 300.0 lbs less 100% Friction Force = - 223.8 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 68.3 ibs NG Load Factors taa^^^^^ammmmmmmmmm stem OK Design Height Above Ftc ft = o.OO Wall Material Above "Hi" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.157 Total Force @ Section lbs= 158.4 Moment...Actual ft-#= 115.1 Moment Allowable = 734.5 Shear Actual psi = 2.5 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 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 fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type Normal Weight Masonry Design Method -ASD Concrete Data fc Fy psi : psi : Footing Dimensions & Strengths Toe Width = 0.60 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 f c = 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 2,150 0 psf Mu'; Upward 358 0 ft-# Mu': Downward 65 155 ft-# Mu; Design 293 155 ft-# Actual 1-Way Shear 6.08 2.84 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 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 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Hee! Active Pressure = 352.1 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 42.6 1.10 0.50 1.80 386.4 76.7 Total = 394.7 O.T.M. = 463.1 Resisting/Overturning Ratio = 1,43 Vertical Loads used for Soil Pressure = 678.2 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 Ibs 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 = 75.0 1.00 75.0 Vert. Component = Total = 678.2 Ibs R.M.= 662.8 * Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES; \m CE31925 m •|^^^\Exp. 12/31/2014 /'° TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 3'-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 = 3.00 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 Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable J Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 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 CBC2010 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 65 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 0.330 Soil height to ignore for passive pressure = 12.00 in l|i Thumbnail I I Lateral Load Applied to Stem | [ Adjacent Footing Load 1.77 OK 1.60 OK 1,265 Ibs 7.59 in 1,365 psf OK 0 psf OK 2,500 psf 1,911 psf 0 psf 9.0 psi OK 6.1 psi OK 75.0 psi 670.4 lbs 656.3 lbs 417.5 lbs 0.0 lbs OK 0.0 Ibs 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 ft 0.300 Stem Construction Design Height Above Ft£ ft: Wall Material Above "Hi" •- Thickness : Rebar Size = Rebar Spacing : Rebar Placed at = Design Data — fb/FB + fa/Fa Total Force @ Section Ibs: Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.398 292.5 292.5 734.5 4.6 38.7 84.0 5.25 24.00 6.00 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Biock 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 Job# Descripti 3"-0" retain w/ 2 to 1 backfill ...New... Dsgnr: on.... Page: Date: MAR 29,2011 This Wall in File: C:\Documents and Settlngs\TMALLlS\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 Toe Width = 0.75 ft Heel Width = 1.75 Total Footing Width = 2.50 Footing Thickness = 12.00 in ' Key Width = ; 12.00 in/ Key Depth = ! 15.00 in Key Distance from Toe = 0.75 ft f c = 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 Factored Pressure = 1,911 Mu': Upward = 671 Mu'; Downward = 122 Mu; Design = 549 Actual 1-Way Shear = 8.99 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 38 ft-# 576 ft-# 538ft-# 6.14 psi 75.00 psi ^Summagjjo^^ Item OVERTURNING Force Distance Ibs ft Moment ft-# RESISTING Force Distance Ibs ft Moment ft-# Heel Active Pressure = 670.4 1.51 1,014.9 Soil Over Heel = 373.8 1.96 731.9 Surcharge over Heel = Sloped Soli Over Heel = 33.7 2.14 72.2 Toe Active Pressure = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = 43.1 0.38 16.2 Stem Weight(s) 252.0 1.08 273.0 Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 670.4 O.T.M. = 1,014.9 Resisting/Overturning Ratio = 1.77 Vertical Loads used for Soil Pressure = 1,265.1 Ibs Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = 375.0 187.5 1.25 1.25 468.8 234.4 Vertical component of active pressure NOT used for soi pressure Total = 1,265,1 Ibs R.M.= 1,796.4 ' 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 ; 3'-0" retain w/ 2 to 1 backfill Job# : ...New... Dsgnr; Description.... Page; Date; MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLISVMy 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 = 3.00 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 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in r Thumbnail I [l^tera^^ [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 = 30.000 Total Seismic Force = 120.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I Wi ^ CE31925 ^Iffil, Exp. 12/31/2014 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 3"-0" 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Jl 1.43 Ratio < 1 1.23 Ratio < 1 1,228 Ibs 9.82 in Soil Pressure @ Toe = 1,895 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear ( Footing Shear ( Allowable ! Toe :Heel 2,653 psf 0 psf 11.6 psi 7.0 psi OK 75.0 psi OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 755.6 Ibs less 100% Passive Force = - 525.0 Ibs less 100% Friction Force = - 405.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 203.2 Ibs NG 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 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 { 0.75 ft 1.75 2.50 12.00 in 12.00 in 12.00 in 0.75 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Stem Construction | Top stem iifimmmmmmmmmmi^^mmmmmmmm stem OK Design Height Above Ftc ft = o.OO ! Wall Material Above "Ht" = Masonry ' Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data - fb/FB + fa/Fa = 0.529 Total Force @ Section Ibs = 356.4 Moment....Actual ft-#= 388.4 Moment Allowable = 734.5 Shear Actual psi = 5.7 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 |n = HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data f m psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data f c psi = Fy psi = [^^ootingJD^ Toe Heel Factored Pressure = 2,653 0 psf Mu'; Upward = 852 0 ft-# Mu': Downward = 122 576 ft-# Mu: Design = 730 575 ft-# Actual 1-Way Shear = 11.64 7.00 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 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title ; 3'-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 ^ummary^fCjv^^ Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 670.4 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 85.2 1.51 0.50 2.40 1,014.9 204.5 Total O.T.M. = 1,219.3 755.6 1.43 1,227.6 Ibs 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 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 Weight = Key Weight = Vert. Component = .RESISTING.. Force Distance Ibs ft 373.8 1.96 33.7 2.14 43.1 252.0 375.0 150.0 0.38 1.08 1.25 1.25 Total • Moment ft-# 731.9 72.2 16.2 273.0 468.8 187.5 1,227.6 lbs R.M.= 1,749.5 ' 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 : 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 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 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 Ibs 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 ! Toe !Heel Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in t Thumbnail I [^Latet^^ [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 1.76 OK 1.63 OK 1,981 lbs 9.80 in 1,635 psf OK 0 psf OK 2,500 psf CBC2010 1.200 1.600 1.600 1.600 1.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,289 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 14.8 psi OK Footing Shear @ Heel = 10.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = i ,090.2 lbs less 100% Passive Force = - 1,125.0 Ibs less 100% Friction Force = - 653.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 lbs OK Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Stem Construction Design Height Above Ftj Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Ji Top Stem Stem OK 0.00 Masonry 8.00 # 4 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 = 0.484 520.0 693.3 1,431.8 8.3 38.7 84.0 5.25 24.00 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 Method : Concrete Data fc 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 Footin^in^^ [^JFbotin^Des^^ 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 24.00 in 1.00 ft 60,000 psi ^50,00 pcf 0.0018 ! Btm.= 3.00 in Toe Heel Factored Pressure 2,289 0 psf Mu'; Upward 1,308 124 ft-# Mu'; Downward 198 1,414 m Mu: Design 1,110 1,290 ft-# Actual 1-Way Shear 14.85 10.37 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 Sumn^^ Item OVERTURNING., Force Distance lbs ft Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,090.2 1.93 0.50 Moment ft-# 2,104.6 Total 1,090.2 O.T.M. 2,104.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • 1.76 1,981.4 Ibs Vertical component of active pressure NOT used for soil pressure Force Distance Moment Ibs 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 = • /Vxial 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 Weighl = 487.5 1.63 792.2 Key Weight = 300.0 1.50 450.0 Vert. Component = Total = 1,981.4 Ibs R.M.= 3,705.6 ' 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 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 = 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in I Earth Phressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 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 0.330 Soil height to Ignore for passive pressure = 12.00 in T Thumbnail I [XateraM^^ [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 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 40.000 200.000 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.42 Ratio < 1 1.16 Ratio < 1 1,906 lbs 12.81 in Soil Pressure @ Toe = 2,280 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel 3,193 psf 0 psf 19.0 psi OK 12.7 psi OK 75.0 psi Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1.232.2 lbs less 100% Passive Force = - 800.0 lbs less 100% Friction Force = - 629.1 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 419.1 Ibs NG Stem Construction | Jlpp Stem "™lllll'^^»™™««™"ii»iiiii^ Stem OK Design Height Above Ftj ft = 0.00 ! Wall Material Above "Ht" = Masonry • Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data - fb/FB + fa/Fa = 0.643 Total Force @ Section lbs = 633.6 Moment....Actual ft-#= 920.5 Moment Allowable = 1,431.8 Shear Actual psi= 10.1 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 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 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 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: FootingjD^^ [^JFootingDes^^ 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 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: Not Req'd = Mu<S*Fr Toe Heel 3,193 0 psf 1,667 2 ft-# 198 1,414 ft-# 1,470 1,413 ft-# 18.98 12.75 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd |iL CE31925 L.\t:xp. 12m/2QH /# \\" A />, // 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 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 1,090.2 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 142.0 1.93 0.50 3.00 2,104.6 420,0 2.530.6 Total = 1.232.2 O.T.M. = Resisting/Overturning Ratio = 1.42 Vertical Loads used for Soil Pressure = 1,906.4 Ibs 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 = " Axiai Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force Ibs ..RESISTING.... Distance ft 728.3 72.1 57.5 336.0 487.5 225.0 Total •• Moment ft-# .46 1,790.5 .72 196.2 .50 28.8 .33 448.0 .63 792.2 .50 337.5 3,593.1 1,906.4 Ibs R.M.' ' 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 : 5'-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 Jl Retained Height - 5.00 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.77 OK 1.52 OK 2,632 lbs 11,34 in Soil Pressure @ Toe = 1,663 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,328 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 21.7 psi OK Footing Shear @ Heel = 14.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1.554.8 Ibs less 100% Passive Force = - 1,500.0 Ibs less 100% Friction Force = - 868.6 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 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 65.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in i T Thumbnail I I Lateral Load Applied to Stem | [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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Ji (Stem Construction | Top stem Design Height Above Fte ft = Wall Material Above "Hf' = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = 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 |n = HOOK EMBED INTO FTG in Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.511 812.5 1,354.2 2,647.5 12.9 51.6 84.0 5.25 30.00 6.54 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 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : 5*-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 = 1.50 ft Heel Width 2.50 Total Footing Width = 4.00 Footing Thickness = 12.00" in Key Width 12.00 in Key Depth = 30.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 g Btra.- 3.00 in Footing Design Results Toe Heel 2,328 0 psf 2,666 194 ft-# 403 2,195 ft-# 2.262 2,001 ft-# 21.68 14.29 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, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 1,554,8 2.31 0.50 3,584.7 O.T.M. = 3,584.7 Total = 1,554.8 1.77 2,632,0 Ibs 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(E) = Earth @ Stem Transitions = Footing Weighl = Key Weight : Vert. Component : Total = Force Ibs RESISTING... 1,054.2 96.6 86.3 420.0 600.0 375.0 Distance Moment 2,632.0 Ibs ft ft-# 3.08 3,250.3 3.39 327.5 0.75 64.7 1.83 770.0 2.00 1,200.0 2.00 750.0 R.M.= 6,362.5 ' 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 ; 5*-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 Surcharge Loads i Retained Height - 5.00 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 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 ll Axial Dead Load = 0.0 lbs /Vxial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | = 10.000 (Multiplier used on soil density) 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 65.0 psf/ft 0.0 psf/ft 200.0 psf/ft 115.00 pcf 115.00 pcf 0.330 12.00 in Thumbnail J [j^ateraML^^ rAdjacent Footing Load Lateral Load = o.O #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 50.000 Total Seismic Force = 300.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 J TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 5"-0" retain w/ level 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 JDesign^um^ Stem Construction Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. J 1.42 Ratio < 1 1.17 Ratio < 1 I, 715 Ibs II. 46 in Soil Pressure @ Toe = 2,098 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable Top Stem Stem OK 0.00 = Masonry 8.00 # 4 16.00 = Edge ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,937 psf 0 psf 18.5 psi OK 9.6 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 : 933.0 Ibs 525.0 Ibs 565.9 Ibs 0.0 lbs OK 308.6 lbs NG Design Height Above Ft£ ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data — fb/FB + fa/Fa = 0.892 Total Force @ Section Ibs = 677.5 Moment....Actual ft-#= 1,277.1 Moment Allowable = 1,431.8 Shear Actual psi = 10.8 Shear Allowable psi = 38.7 Wall Weight = 84.0 Rebar Depth 'd' in= 5 25 LAP SPLICE IF ABOVE in = 36.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7 49 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: 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 1,500 24,000 Yes 21.48 1.000 1 = 7.60 = Normal Weight = ASD psi : psi : Footing^imei^^ [ 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 1.25 ft 1.75 3.00 12.00 in 12.00 in 12.00 in 1.00 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; Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; Not Req'd = Mu<S*Fr Toe Heel 2,937 0 psf 2,096 0 ft-# 292 793ft-# 1,804 793ft-# 18,53 9.65 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 Job# Descripti S'-O"' retain w/ level backfill ...New... Dsgnr; 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 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 : 720.0 213.0 2.00 0.50 3.60 1,440.0 766.8 Total 933.0 O.T.M. = 2,206.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.42 1,714,8 Ibs Force lbs .RESISTING Distance ft Soil Over Heel = 622.9 Sloped Soil Over Heel = Surcharge Over Heei = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 71.9 Surcharge Over Toe = Stem Weight(s) = 420.0 Earth @ Stem Transitions = Footing Weighl = 450.0 Key Weight = 150.0 Vert. Component = 2.46 0.63 1.58 1.50 1.50 Moment ft-# 1,531.3 44.9 665.0 675.0 225.0 Total = 1,714.8 Ibs R.M.= 3,141.3 ' 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'-0" retain w/ level 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 Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 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 /Vxial Dead Load = 0.0 lbs /Vxial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 In Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in m Thumbnail J Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load = ...Height to Top = ...Height to Bottom = The above lateral load L has been increased J by a factor of Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft 1.00 0,0 psf Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soli at Back of Wall Poisson's Ratio = 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Uniform Seismic Force = 60.000 Total Seismic Force = 420.000 -...r0>:^ TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 6'-0" retain w/ level 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 Design Summaiy Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. I [ Stem Construction | Top stem 2nd 1.42 Ratio < 1 1.21 Ratio < 1 2,282 Ibs 13.27 in .5! .5! Soil Pressure @ Toe = 2,361 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ ACI Factored @ Footing Shear ( Footing Shear ( Allowable Toe Heel I Toe a Heel 3,305 psf 0 psf 25.3 psi 10.3 ps: 75.0 psi OK OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1.278 2 Ibs less 100% Passive Force = - 800.0 lbs less 100% Friction Force = -752.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 364.4 lbs NG Load Factors Building Code CBC2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 1 Footing Dimensions & Strengths | Toe Width = 1.50 ft Heel Width 2.00 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 18.00 in Key Distance from Toe = 1.50 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 Design Height Above Ft? Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment...Actual Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge Stem OK 0.00 Masonry 12.00 # 4 16.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in lbs = ft-# = ft-# = psi : psi : psf = in - in = 0.536 433.6 767 1,431 6 38 84 5.25 24.00 24.00 0.881 975.6 2,206.8 2,505.4 9.0 38.7 133.0 9.00 36.00 7.40 Masonry Data Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 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 = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concr*»t*» Flatn fc Fy psi = psi = JFooting^esi^^ Toe Heel 3,305 0 psf 3,533 0 ft-# 445 919ft-# 3,089 919ft-# 25.30 10.32 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 #8rt Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr ! 48.25 in, #9@ 4 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; e'-O" retain w/ level 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 StHinmar^^ 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 : 30.0 298.2 2.33 0.50 4.20 2,286.7 1,252.4 Total 1,278,2 O.T.M. = 3,539.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.42 2,281.6 Ibs RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 690.0 3.00 2,070.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 86.3 0.75 64.7 Surcharge Over Toe = Stem Weight(s) = 602.0 1.91 1.148.0 Earth @ Stem Transitions = 153.3 2.33 357.8 Footing Weight = 525.0 1.75 918.8 Key Weight = 225.0 2.00 450.0 Vert. Component = Total = 2,281.6 Ibs R.M.= 5,009.2 • 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. Title ; 6'-0" retain w/ level 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 J Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 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 & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.19 OK 1.58 OK 2,282 Ibs 6.68 in Soil Pressure @ Toe = 1,274 psf OK Soil Pressure @ Heel = 30 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 1,784 psf 42 psf 16.3 ps 7.8 ps; 75.0 psi OK OK ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 980.0 Ibs less 100% Passive Force = - 800.0 Ibs less 100% Friction Force = - 752.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 Ibs OK 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 Soil Data •Ji Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail Jl [ La^^ I Adjacent Footing Load Lateral Load = 0.0 #IH ...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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 •i Stem Construction JTop Stem 2nd Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge Design Height Above Ftc ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data — fb/FB + fa/Fa = 0.298 Total Force @ Section Ibs = 320.0 Moment....Actual ft-#= 426,7 Moment Allowable ft-#= 1,431.8 Shear Actual psi= 5.1 Shear Allowable psi = 38.7 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 # 4 16.00 Edge 0.575 720.0 1,440.0 2,505,4 6.7 38.7 133.0 9.00 24.00 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 1,500 24,000 Yes 21.48 21.48 1.000 1.000 1= 7.60 11.60 = Normal Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 6'-0" retain w/ level 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 Footing^^ [ Footing Design Results[ Toe Width = 1.50 ft Heel Width = 2.00 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 1.50 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 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 & Sp Toe; Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; Not Req'd = Mu<S*Fr Toe Heel 1,784 42 psf 2,287 195 ft-# 445 919 ft-# 1,842 724 ft-# 16.30 7.77 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd Summar^o^ Item Heel Active Pressure • Surcharge over Heel Toe Active Pressure • Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • OVERTURNING Force Distance Moment Ibs ft ft-# 980.0 2.33 0.50 2,286.7 Total 980.0 O.T.M. 2,286.7 Resisting/Overturning Ratio = 2.19 Vertical Loads used for Soil Pressure = 2,281.6 Ibs RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 690.0 3.00 2.070.0 Sloped Soil Over Heei = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 86.3 0.75 64.7 Surcharge Over Toe = Stem Weight(s) = 602.0 1.91 1,148.0 Earth @ Stem Transitions = 153.3 2.33 357.8 Footing Weighl = 525.0 1.75 918.8 Key Weight = 225.0 2.00 450.0 Vert. Component = Total = 2,281.6 Ibs R.M.= 5,009.2 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; DESIGN CRITERIA: ALLOWABLE SOIL BEARING = .2500 PSF PER LEIGHTON ASSOC REPORT ALLOWABLE LA TERAL PASSIVE = 200 PCF EQUIVALENT FLUID PRESSURE FOR 2 ti 1 BACKFILL (NO SURCHARGE) = 65 PSF PER LEIGHTON REPORT 2 TO 1 BACKFILL SURCHARGE 8X16 CMU SOLID GROUTED W/ SPCL. INSPECTION REQD. NOTE: PROVIDE LEVEL ONE SPECIAL iNS'EcnoNPm CSC TABLE im.s.i OF THE MASONRY STEM PRIOR TO GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACEMENT OF RBNFORCEMENT AND TO ENSJRE THE &iOUTS>ACE IS THE PROPER SIZE WTTHOm OBSTRUCnON OTHER THAN NORMAL MORTAR Fm. 4" DIA. SDR 35 PERF PIPE W/ 1 CF. 3/4" GRAVEL WRAPPED W/ MIRAFI 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL. 'H' BAR .J4 HORZ. CONT. ® 12" O/C ''OP AND BOTTOM AS SHOWN RETAINING WALL PER SECTIONS B~B, & D-D 'A' 'C 'E' 'r DOWEL 'G' VERT 'H' BAR •r 2'-0' 2'-0" N/A r-9" 8" #4@32" 0/C JJ" 8" — N/A N/A 6" 3'-0" 5'-0" N/A 2-6" 15" #4@32" 0/C ,45" 12"^ N/A #4m2" 0/C 21" 15" 9" 4'~0" 4-0" N/A 3'-5" 24" #4@16" 0/C ,57" 15" A N/A #4@16" 0/C 30" 21" 12" 5'-0" 5'-0" N/A 4'-0" 30" #5@16" 0/C ,69' 27"—1 N/A /5@75" 0/C 36" 24" 18" 6-0" J'-O" 3'-0" 4-9" 39" /5@76" 0/C ,45" 27" A #4@16" 0/C #5@16" 0/C 42" 30" 21" TAYLOR MORRISION HOMES LA COSTA TOWN CENTER RETAINING WALL NOTES: MATERIALS; (DNTREm: fc = 2SW KI & 28 DAYS. RBNFORaNG STEEL: ASTM A-61S GRAIX 60. CONCRETE MASONRY UNITS: ASTM C 90 MORTAR: USEOBP TYPE S PER ASTM C 270 GRCH/T: USE2000 PSI & 28 DAYS PER ASTM C476. CEMENT: PORTLAND CEMENT PER ASTM C-150 TYPEII/V. GENERAL NOTES: 1. ALL MATERIALS, PRODUCTS, WORKMENSHIP, TESTING AND iNSPEcncm SHAa COMPLY WITH THE2010 osc AU POOTINCS SHALL BEP0URB3 ON UNDISTURBED NATURAL GROUND OR ON UNDISTURBED ENGINEERED FILL WAU SHALL BELAID TRUE AND PLUMB, AND ML CELLS SHMl BE GROUJB} SOUD. 4. ALL SmCESSHAU BE 4S BAR DIAMETERS. 5. AU VERTICAL AND HORIZONTAL BARS SHALL BE VED TOGETHER. DO NOT USF HEAVY COMPACTION EQUimENTAimCENT TO THE WALL THE CONTRACTCK SHAU BE RESKmiBLE FOR ANY DAMAGE 70 THE WALL RISULTING FROM nmrnOPRMTE COMPACTION TBXQUESAND EQUIPMENTS. 7. THE RETAmmC WALLS SHALL NOT BE BACmUW UNTIL AT LSm-14 DAYS-UNLESS mOPERSHCKING IS PROVIDED. 8. WALLS SHOULD BE GROUTED AT 4'HEIGHTMTmVAlS. GROUTING SHOULD BE pmORMEDAS SXINAS POSSIBLE AFTER THE CONOIETE MASONRY UNITS ARE PLACE}. ft PROVIIX CONTROL MINTS AT 40-0/C MAX. 10. mJILDINS DEPARTMENT INSF^mONSmi^ OF THE POLLDWING STEPS: 1st FOUNDATICmTRENCH WITH SECURED RBNFORONG STEEL 2nd. atOOf WAU. Vmn RBNFORaNG Srm. BEFORE OiOUT. Srd. MID-HBGHT GRCMING fOR WALLS OVER 4' HIGH. 4th. GRCH/rWD WALL AND DRAINAGE SYSTEM. Sth. BACKFULANDRNAL It, OMIT HEAD JOINTS AT FIRST COURSE AT EVERY 32" O/C WITH 1 CU. FT. OF % " GRAVEL FOR WEEPHOLE WHEN THE WAU IS THAN 3'HIGH. 12. PROVIDE 4"DSDR 35 PERFCmTED PIPE WITH PERFORATKm DOWN ATI % MIN. SUIPE WITH 1 CF. OF 3/4" GRAVB. WRAPPED WITH MIRAH140N FILTER fymiC OR EQUAL BACK DRAINAGE SYSTEM SHALL HAVE TEE CONNECTION AND NON- mFORATEDZ'nOUnjETPIf^ATEVERYlO'O/CTHROU&l THE WAU AT2% SLOPE ABOVE THE FINISHED SJRFACE. NATWAL SOU 0R__ CONPMTEDFILL mXXXWML W/RBNFIXCING PER DETAILS. *4H0RZ. CONT. 0 TOP AS RBQLORB}- PROVIDE 24" HIN. LAP MID MAINTAINS' OEAR FROM SOIL *4H0RZ.aMr. 0BOTTOM-PROVEJE24" Mm. LAP AND MAINTAmr CLEAR FROM SOIL FOOTING STEP DETAIL TAYLOR MORRISION HOMES LA COSTA TOWN CENTER TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE. CA. Title : 2'-0" retain w/ level 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 Footmg^^ [^^^^^jFoo^^ Toe Width = 0.50 ft Heel Width = I.OO Total Footing Width = i.5b Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 4.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe, Factored Pressure = 972 Mu': Upward = 186 Mu'; Downward = 65 Mu; Design = 121 Actual 1-Way Shear = 2.53 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 < 8 * Fr Heel; Not req'd, Mu < S * Fr Key; Not Req'd = Mu<S*Fr Heel 52 psf 19ft-# 67 ft-# 47ft-# 1.10 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • OVERTURNING., Force Distance Ibs ft 180.0 1.00 0.50 Moment ft-# 180.0 Total 180.0 O.T.M. = 180.0 Resisting/Overturning Ratio = 2.60 Vertical Loads used for Soil Pressure = 548.4 Ibs Force Ibs .RESISTING Distance ft Moment ft-# Soil Over Heel = Sloped Soil Over Heel : Surcharge Over Heel : Adjacent Footing Load = Axial Dead Load on Stem : ' Axial Live Load on Stem = Soil Over Toe : Surcharge Over Toe : Stem Weight(s) : Earth @ Stem Transitions: Footing Weigh! : Key Weight : Vert. Component = 76.7 1.33 102.2 Total = 28.8 0.25 7.2 168.0 0.83 140.0 225.0 0.75 168.8 50.0 1.00 50.0 548.4 Ibs R.M.= 468.2 " Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-0" retain w/level backfill Job # ; ...New... Dsgnr; Description.... Page; Date; MAR 29,2011 This Wall in File: C:\Documents and Sctt!ngs\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 Surcharge Loads Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) J Retained Height = 2.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 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 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method J Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 40.0 psf/ft 0.0 psf/ft 200.0 psf/ft 115.00 pcf 115.00 pcf 0.330 12.00 in - Thumbnail I [ Lateral Load Applied *o Stem^^ [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 = 20.000 Total Seismic Force = 60.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 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'-0" retain w/ level 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. I 1.82 OK 1.87 OK 548 Ibs 4.37 in Soil Pressure @ Toe = 948 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 1,327 psf 0 psf 3.6 psi OK 1.6 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 222.6 Ibs less 100% Passive Force = - 236.1 Ibs less 100% Friction Force = - 181.0 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 Stem Construction Top Stem Stem OK Design Height Above Ftc ft = o.OO Wall Matenal Above "Hf = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data - fb/FB + fa/Fa = 0 ill Total Force @ Section Ibs = 108.4 MomenL...Actual ft-#= 81.7 Moment Allowable = 734.5 Shear Actual psi = 1.7 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 1 = 7.60 = Normal Weight = ASD psi = psi = Footm^ime^^ kiiii^S^i^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2.00 ( 0.50 ft 1.00 1.50 12.00 in 12.00 in 4.00 in 0.50 ft 60.000 psi 150.00 pcf 0.0018 I Btm.= 3.00 in Toe Heel Factored Pressure = 1,327 0 psf Mu'; Upward = 238 1 ft-# Mu'; Downward = 65 67 ft-# Mu; Design = 174 66ft-# Actual 1-Way Shear = 3.62 1.56 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 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-0" retain w/ level backfill Job# ; ...New... Dsgnr; Description.... Page; Date: MAR 29,2011 This Wall in File: C:\Documents and Settlngs\TMALLISVMy I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration tt: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs 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 180.0 42.6 1.00 0.50 1.80 180.0 76.7 Total 222.6 O.T.M. = 256.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3, 1.82 548.4 Ibs Soil Over Heel : Sloped Soil Over Heel : Surcharge Over Heel : Adjacent Footing Load : Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total • RESISTING Force Distance Moment lbs ft ft-# 76.7 1.33 102.2 28.8 0.25 7.2 168.0 0.83 140.0 225.0 0.75 168.8 50.0 1.00 50.0 548.4 Ibs R.M.= 468.2 ' Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 3'-0" retain w/level 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 tt: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 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 Ibs Axial Live Load ~ 0.0 Ibs Axial Load Eccentricity = 0.0 in \ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.33 OK 1.61 OK 846 Ibs 3.94 in 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 i Soil Data Soil Pressure @ Toe = 840 psf OK Soil Pressure @ Heel = 7 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,175 psf ACI Factored @ Heel = 10 psf Footing Shear @ Toe = 4.8 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 320.0 Ibs less 100% Passive Force = - 236.1 lbs less 100% Friction Force = - 279.3 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Allow Soil Bearing = 2,500,0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in J Thumbnail J I Lateral Load Applied to Stem | [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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ftc Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data — fb/FB + fa/Fa Total Force @ Section MomenL...Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW Top Stem Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge lbs = ft-#: psi : psi : in: in: HOOK EMBED INTO FTG in = 0.245 180.0 180.0 734.5 2.9 38.7 84.0 5.25 24.00 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 ; 3'-0" retain w/ level 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 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 {§ 0.75 ft 1.25 1 Footing Design Results Toe Heel 2.00 12.00 in 12.00 in 4.00 in 0.75 ft 60,000 psi 150,00 pcf 0.0018 Btm.= 3.00 in Factored Pressure 1,175 10 psf Mu'; Upward 419 44 ft-# Mu'; Downward = 122 195 ft-# Mu; Design 297 151 ft-# Actual 1-Way Shear 4.81 2.63 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 Ibs ft Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 320.0 1.33 0.50 Moment ft-# 426.7 Total 320.0 O.T.M. = 426.7 Resisting/Overturning Ratio = 2.33 Vertical Loads used for Soil Pressure = 846.4 lbs DESIGNER NOTES; Force lbs .RESISTING Distance ft Moment ft-# 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 Weighl = Key Weight = Vert. Component = 201.3 1.71 343.8 43.1 0.38 16.2 252.0 1.08 273.0 300.0 1.00 300.0 50.0 1.25 62.5 846.4 Ibs R.M.= 995.5 Total = ' Axial live load NOT Included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title : 3'-0" retain w/ level 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 Criteria Retained Height ~ 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 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 Ibs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 40.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 116.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail I [ Uteray^^^ [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 = 30.000 Total Seismic Force = 120.000 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 U J 12/31/2014 f=o \-^/\ n TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; S'-O" retain w/ level 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.58 OK 1.27 Ratio < 1. 846 Ibs 6.83 in Soil Pressure @ Toe = 1,311 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 1,835 psf 0 psf 7.4 psi OK 3.5 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 405.2 Ibs less 100% Passive Force = - 236.1 Ibs less 100% Friction Force = - 279.3 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 92.4 Ibs NG Load Factors Stem Construction Design Height Above Ftj Wall Material Above "Ht" • Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Top Stem Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 0.75 ft 1.25 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 | 2.00 12.00 in 12.00 in 4.00 in 0.75 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = lbs: fl-# = psi : psi = in: in = 0.376 243.9 275.9 734.5 3.9 38.7 84.0 5.25 24.00 6.00 Masonry Data Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. In = 7.60 Masonry Block Type = Normal Weight Masonry Design Method ASD Concrete Data fc Fy psi = psi = Footing Design Results Toe Heel Factored Pressure 1,835 0 psf Mu'; Upward 589 Oft-# Mu'; Downward 122 195 ft-# Mu: Design 467 195ft-# Actual 1-Way Shear 7,35 3.55 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 lif'uj CE319 25 I m I Exp. 12/31/2014 Civ\V, TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 3'-0" retain w/ level 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 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 : 320,0 85.2 1.33 0.50 2.40 426.7 204.5 Total 405.2 O.T.M. 631.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.58 846.4 Ibs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axiai Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight = Vert. Component = Total • Force .RESISTING Distance Moment bs ft ft-# 201.3 1.71 343.8 43.1 0.38 16.2 252.0 1.08 273.0 300.0 1.00 300.0 50.0 1.25 62.5 846.4 Ibs R.M.= 995.5 * Axia resistance ive load NOT included in total displayed, or used for overturning but is included for soil pressure calculation. DESIGNER NOTES: r \- p V - .//OM /- ;, TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ level 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 Ji Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 6.00 In Water height over heei = 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 | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.30 OK 1.65 OK 1,264 Ibs 4.75 in 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 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Soil Pressure @ Toe = 987 psf OK Soil Pressure @ Heel = 25 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,381 psf ACI Factored @ Heel = 35 psf Footing Shear @ Toe = 7.9 psi OK Footing Shear @ Heel = 4.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 500.0 Ibs less 100% Passive Force = - 406.3 Ibs less 100% Friction Force = - 417.2 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 Ibs OK Load Factors Thumbnail j I Lat^^ [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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction | Top stem "••'"•••••^^••••••iiil^"*""^ Stem OK Design Height Above Ft£ ft=: 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 16.00 Rebar Placed at = Edge 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 in HOOK EMBED INTO FTG in lbs: ft-#: psi : psi : in: in: 0.298 320.0 426.7 1,431.8 5.1 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 : 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 1.000 7.60 Normal Weight ASD psi : psi : 6 OP c^- TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title Job# Descripti 4'-0" retain w/ level backfill ...New... Dsgnr: on.... 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 Fbot^^ l_^^^^^hoo«n^De^ 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 1.50 Toe Heel 2.50 12.00 in 12.00 in 9.00 in 1.00 ft 60,000 psi 150,00 pcf 0.0018 3tm.= 3.00 in Factored Pressure 1,381 35 psf Mu'; Upward 797 107 ft-# Mu'; Downward 198 427 ft-# Mu: Design 600 320 ft-# Actual 1-Way Shear 7,94 4.35 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd 75.00 psi 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 ^ummajxgt.Oyerturning & 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 = 500.0 1.67 0.50 833.3 Total 500.0 O.T.M. = 833.3 Resisting/Overturning Ratio = 2.30 Vertical Loads used for Soil Pressure = 1,264.3 lbs Force Ibs ..RESISTING Distance ft Soil Over Heel = 383.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = 57.5 Surcharge Over Toe = Stem Weight(s) = 336.0 Earth @ Stem Transitions = Footing Weight = 375.0 Key Weight = 112.5 Vert. Component = 2.08 0.50 1.33 1.25 1.50 Moment ft-# 798.6 28.8 448.0 468.8 168.8 Total = 1,264.3 Ibs R,M,= 1,912.9 ' Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES; TIM M/U.LIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ level 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 Criteria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 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 & Overtuming 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 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load (MLMpilar used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail I ' i^iSSlLSSl^S^^ [ 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 m 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 40.000 200.000 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA Title ; 4'-0" retain w/ Job# : ...New... Description.... level backfill Dsgnr; 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 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.52 OK 1.28 Ratio <1. 1,264 Ibs 8.80 in Soil Pressure @ Toe = 1,631 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,283 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.2 psi OK Footing Shear @ Hee! = 6.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 642.0 Ibs Stem Construction Design Height Above Ftc 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 # 4 16.00 Edge lbs = ft-# = less 100% Passive Force •• less 100% Friction Force • Added Force Req'd : ....for 1.5 ; 1 Stability • Load Factors 406, 417 0, 139, 3 Ibs 2 Ibs 0 Ibs OK 5 Ibs NG 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 = 0.457 433.6 653.9 1,431.8 6.9 38.7 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 Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 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 in = 7.60 = Normal Weight = ASD psi = psi = Foeitiii^^ [^JFooHng^^ Toe Width = 1.00 ft Heel Width = 1.50 Total Footing Width = 2.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 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 Toe Factored Pressure = 2,283 Mu'; Upward = 1,164 Mu': Downward = 198 Mu: Design = 966 Actual 1-Way Shear = 12.20 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-# 427ft-# 427ft-# 6.24 psi 75.00 psi TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 4'-0" retain w/ level 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-1194D15 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^unTmar^^f^jrert^^^ & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs 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 : 500.0 142.0 1.67 0.50 3.00 833.3 426.0 Total 642.0 O.T.M. = 1,259.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.52 1,264.3 Ibs Force Ibs .RESISTING Distance ft Soil Over Hee! = 383.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 57.5 Surcharge Over Toe = Stern Weight(s) = 336 0 Earth @ Stem Transitions = Footing Weighl = 375.0 Key Weight = 112.5 Vert. Component = 2.08 0.50 1.33 1.25 1.50 Moment ft-# 798.6 28.8 448.0 468.8 168.8 Total = 1,264.3 Ibs R.M.= 1,912.9 ' Axiai live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES; ,- A,- /• '< CE3192J TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; S'-O" retain w/ level 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 Ji Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.18 OK 1.52 OK 1,715 Ibs 6.09 in Soil Pressure @ Toe = 1,152 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable iToe = 1,613 psf ! Heel = 0 psf §Toe = 11.9 psi OK g Heel = 7.0 psi OK = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 720.0 Ibs less 100% Passive Force = - 525.0 Ibs less 100% Friction Force = - 565.9 Ibs 0.0 lbs OK 0.0 Ibs OK ACI Factored @ ACI Factored @ Footing Shear { Footing Shear ( Allowable 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 40.0 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 0,330 Soil height to ignore for passive pressure = 12.00 in Thumbnail I Lj^j^tj^^^l^^Sllil^!^^ 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I Stem Construction | Top stem Design Height Above Ftc Wall Material Above "Ht Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft)/FB + fa/Fa Total Force @ Section Moment....Actual Stem OK 0.00 Masonry 8,00 # 4 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 0.582 500.0 833.3 1,431.8 7.9 38.7 84.0 5.25 24.00 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 ; 5'-0" retain wl level backfill Job# : ...New... Dsgnr: Description.... Page; Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\Mv 1 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^D^ TTooti^^ 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 (, 1.25 ft 1.75 3.00 12.00 in 12.00 in 12.00 in 1.00 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; Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; Not Req'd = Mu<S*Fr Toe Heel 1,613 0 psf 1,362 167 ft-# 292 793 ft-# 1,070 626 ft-# 11.92 6.98 psi = • 75.00 76.00 psi = None Spec'd = None Spec'd = None Spec'd Summary of Overturning & Resisting Forces & Moments 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 = 720.0 2.00 0.50 1.440.0 Total = 720.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• O.T.M. 1,440,0 2.18 1,714.8 Ibs Force Ibs ..RESISTING Distance ft Moment ft-# Soil Over Heel = 622.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 71.9 Surcharge Over Toe = Stem Weight(s) = 420.0 Earth @ Stem Transitions = Footing Weighl = 450.0 Key Weight = 150.O Vert. Component = 2.46 1.531.3 0.63 1.58 1.50 1.50 44.9 665.0 675.0 225.0 DESIGNER NOTES; Total = 1,714.8 Ibs R.M.= 3,1413 * Axial live load NOT included in total displayed, or used for overturnina resistance, but is included for soil pressure calculation. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; 5'-0" retain wl level 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 Criteria Surcharge Loads J Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soi! 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 | Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 10.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail 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 = 50.000 Total Seismic Force = 300.000 I 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 Ibs 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'-0" retain w/ level 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 I Retained Height = 2.00 ft Wail height above soil = 0.00 ft Slope Behind Wall = 0.00 ; 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure ( Soil Pressure ( Allowable !Toe ! Heel Soil Pressure Less Than Allowable ACI Factored (g ACI Factored @ Footing Shear ( Footing Shear ( Allowable Toe Heel I Toe S Heel Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1,200 1.600 1.600 1.600 1.000 i Soil Data 972 psf 52 psf 2.5 psi OK 1.1 psi OK 75.0 psi Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 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 0.330 Soil height to ignore for passive pressure = 12.00 in J 2.60 OK 2.32 OK 548 Ibs 2.69 in 694 psf OK 37 psf OK 2,500 psf Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 180.0 Ibs less 100% Passive Force = - 236.1 Ibs less 100% Friction Force = - 181.0 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 Ibs OK Load Factors Thumbnail I [ 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/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 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 Total Force @ Section Moment....Actual I Top Stem Stem OK ft= 0.00 = Masonry 8.00 #4 32.00 = 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: 0.073 80.0 53.3 734.5 1.3 38.7 84.0 5.25 24.00 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 in = 7.60 = Normal Weight = ASD psi: psi : ORCO WALL SYSTEM FORCES PER 2010 CBC CHAPTER 16 WIND FORCES TO WALLS PER SECTION 1609 CHECK WIND FORCE CALCULATION FOR BASIC BS HPH « « MFH S SECOND OUST SPEED EXPOSURE C CONDITION USING ASCE 7-OS CHAPTER 6 WIND LOADS: USING SECTION 6.5.10 TO FIND THE S SEC VELOCITY PRESStME QH 0«- 0.OOIS6 Hzr KO V^l (6-IS) WHERE: Hz - .57 FOR EXP B AND Kz - .BS FOR EXP C FROM TABLE 6.S KZT - L0 DEFAULT PER SECTION « 5 7 ^ no = .SS FROM TABLE 6.i I ' BTFROH TABLE 6-1 THEREFORE, FOR BS MPH S 95 MPH 3 SEC. WIND GUST SPEED- OH - (0.a0^S6K8SXI.0X.SSXBB^X.B7) - 11.6 PSF « OH (0.00BS6X.B5XI.0X.86X9S ^X.B7) - K.5 PSF NOW USING SECTION 6.S.li FOR SOLID FREESTANDING WALLS- FH^OHG CF As WHERE: C= .BS FROM 6.S.S.I '^^ ' inl^^r '^L'i^ai ^"^'^ ^ "^'^''^f ^^''B'^T RATIO (WALL LENGTH TO HIGTH) OF 2 NOTE: CF RANGES FROM UB FOR A S' WIDE RETURN WALL TO 1.3 FOR A 60'PANEL ' 01.6 PSFX.iimJ^B PSF a FOR 95 MPH ^ (I^.S P^FM^J^^TI^J^ WIND FORCE FOR EXPOSURE C CONDITIONS VS IN MPH 85 90 95 100 105 no l£0 VFH IN MPH 71 76 81 85 90 95 m QH ' .002S6 Kz KZT KO V^l mEirn Kz=.S7, KZT=LD ("0- .BS iNB l=.B7 FOR MISC. STRucrunes 11.6 PSF 13.0 PSF ICS PSF 16.1 PSF 17. B PSF 19. S PSF 25.2 PSF FH WIND FODCB FCR SO. FT. FH = QHXGXCFAS FFK 6.S.U HMHE G-eS AND CF=l.i AVE 13, S PSF 15.5 PSF 17.5 PSF 19.2 PSF 21.2 PSF 23.2 PSF 27,6 PSF THEREFORE WIND FORCE ^iSfjPSF SEISMIC FORCES PER 20IG CBC (ASCE 7-05 SECT iS U Is) FOR NONBUILDING STRUCTURES ' ' - FREE STANDING WALLS AND PILASTERS - PROJECT SITE CLASS D - FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC CALCULATED USING SECTION I2.B-7 AND TABLE 12.8-2 WHERE I =: LOS FA- Ll FROM TABLE ll.i-l aR = 3.0 FROM TABLE IS.i.2 SEISMIC FORCE FOR I SEC. PERIOD CONDITIONS SI FROM FIG.22-i 60 70 80 90 100 no Cs=[(0.eo)(Sl)/(R/l}]W ,22W .2UW .25W .27W .SOW .32W PROJECT SITE SEISMIC INFORMATION: Si = 7o SG Cs =:i CMU WALL WEIGHTS PER SQ. FT —— BLOCK TYPE 6 • CMU W/ J OINT REINFi 7RCEHENT 8" CMU 16X16 VLASTER GROUTED ff 0/C 68'0/C iO'O/C 32'0/C 26'0/C 16'0/C 32'0/C 2UQ/C 16'0/C SOLID SOLID WT PER SQ. FT. 5A PSF 35 PSF 57 PSF 39 PSF iSPSF 68 PSF 52 PSF 60 PSF 80 PSF -J 160 PSF THEREFORE SEISMIC FORCE = ( y\ PSF)= lanPSF - ( )( PSF> PSF DESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2500 PSF PER LEIGHTON ASSOC REPORT ALLOWABLE LATERAL PASSIM = 200 PCF. EQUIVALENT FLUID PRESSURE FOR LEVEL BACKFILL (NO SURCHARGE) = 40 PSF PER LEIGHTON REPORT LEVEL BACKFILL W/ NO SURCHARGE (2) / 4 HORZ. CONT 24" 0/C r DOWELS 0 EDGE OF 8" OR 12" CMU 12X16 CMU SOUD GROUTED W/SPCL. INSPECTION REQD. t4 HORZ. CONT 24" 0/C 8X16 CMU SOUD GROUTED W/ SPCL. INSPECTION REOD. 'G' BAR @ EDGE OF 8~ CMU FULL HEIGHT NOTE: I^OVBX LEVEL ONE SPECIAL INSPECnCm PER CBC TABLE 1704.5.1 OF THE MASCmV STEM PRIORTO GROUTING TO VBUFY GRADE, SIZE Am imPER PLACEMENT OF REINPORCEMENr AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE mrnour OBSTRUCHON OTHER THAN NORMAL MORTAR fms. 4" DIA. SDR 3S PERF PIPE W/ I CF. 3/4" GRAVEL WRAPPED W/ MIRAFI 140N FILTER FABRIC - SLOPE TO DRAIN, WA TERPROOF BACKSIDE OF WALL. 'H' BAR M HORZ. CONT © 12" 0/C TOP AND BOTTOM AS SHOWN RETAINING WALL PER SECTIONS A-A. F-F, G-G, & H-H 'A' 'C •E' 'F' DOWEL 'G' VERT y BAR 'T' 2'-0" 2'-0" N/A T-6" 4" 04®32" o/c iJJ" 8" —1 N/A N/A 6" 5'-0' J'-O" N/A 2'-o" 4" 04@32" 0/C |45" N/A N/A 9" 4-0" 4'-0" N/A 2'-6" 9" 04m6" 0/C |57" 75 "J N/A 04@32" 0/C 6" 12" 12" 5'-0" 5-0" N/A J'-O" 12" 04m6" 0/C x69' N/A 04m6" 0/C 18' 15" 15" 6'-0" 4'-0" 2-0" J —O 18" 04m6" 0/C jJJ" 24 "J 04m6" 0/C 04m6" 0/C 24' 18" 18" TAYLOR MORRISION HOMES LA COSTA TOWN CENTER RETAINING WALL NOTES: MATERIALS: CONTRETE: fc 2500 PSI @ 2S OAYS. RBNFORaNG STEEL: ASTM A-615 GRADE 60. CONCRETE MASONRY UNITS: ASTM C 90 MORTAR: USEOBP TYPE S PER ASTM C 270 GROUT: USE2000 PSI @ 28 DAMPER ASTM C476. CEMENT: PORTLAND CEMENT PER ASTM C-150 TYPEIl/V. GENERAL NOTES: 1. AU MATERIALS, PRC^UCTS, WORKMENSHIP, TESTING AND INSPSJIONSHAU COMPLY WITH THE2010 CBC. 2. AU. FOOTING SHAU X POURED ON UNDISTURBED NATURAL GROUND OR ON UNDISTURBED ENGINEERED RLL 3. WAU SHAU BE LAID TRUE AND PLUMB, AND AU CELLS SHAU BE GROmW SOUD. 4. AUSmCES SHAU K 48 BAR DIAMETERS. 5. AU VERTICAL AND HORIZONTAL BARS 9iAU BE TIED TOGETHBl 6. DONOTU^HEAVYCOMPACnONEOfJIPMENTADlACmTTO THEWALL THE CmTRACrOR SHML BE RESKmiBLE rm ANY DAMAGES TO THE WAU RESULVNG FROM INAmOmATE amPAcnoN VECNIQUESANO S»JIPMENTS. 7. THE RETAINING WALLS SHMl NOT BE BACKFILLED UNUL AT LEAST 14 DAYS- UNLESS mOPER SHOUNG IS PROVIDED. 8. WALLSSHaJLDBEGRCXJTWAT4'HElGHriNrmVALS. GROUTING SHOUW BE PERFORMS) AS SOON AS POSSIBLE AFTERTHE CmCRETE MASONRY UNITS ARE HACED. 9. PROWDE CONTROL X}INTS AT 40'O/C MAX. 10. BUILDING DB-ARTMENT INSPECTION SHAU X OF THE FOLLOWING STm: 1st. FOUNDATION TRENCH Wm SECURED RBNFORONG STEEL. 2nd, BLOCK WAU WITH RHNPORONG STBS mFORE GROUT. 3nl. MID-HBGHT GROUTING FCm WALLS OVER 4'HIGH. 4th, GROUTED WAU AND DRAINAGE SYSTEM. Sth. BACmUANDBNAL U. OMrr HEAD MINTS AT Flf^ COURSE AT EVERY 32" 0/C WITH 1 CU. FT. OF % ' GRAVEL fm WEEPHOLE WHEN THE WAU IS LmTmN3'HIGH. 12. PROWCe4'CIOM 35 PERFORATED PIK wrm miFORATTONS DOWN ATI % MIN SttKlf 1M7H1 CF. OF 3/4" GRAVB. WRAPPED WITHMIRABl'mNFILTERFAmcmECm.. BACK DRAINAGE SYSTEM SHAU HAVE TEE CQNNECnC»4 AND NCXi- PESfmATED2"nOmETPIPEATB/BI.Y10'O/CTmOUGH THE WAU AT 2% SLOPE ABOVE THE FINISHED SI/RMCE NATVRM.SCm.OR_^ CONPACrS) FIU. r-0' BLOCK WAU W/mNFORONG PERDETAOS. <M HORZ CONT 0 TOP AS REQUam- PROmx24'Mm. AND MAINTAIN3' CLEAR FRC»1 SOIL 4f4HORZ. OONT. §1 BOTTOM-Pm/nX24' Mm. LAP AND MAINTAIN 3'aE/«mOM SOIL FOOTING STEP DETAIL TAYLOR MORRISION HOMES LA COSTA TOWN CENTER