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HomeMy WebLinkAboutCT 06-27; Muroya; Structural Calculations; 2011-08-09UK STRUCTURAL CALCULATIONS TAYLOR MORRISON HOMES MUROYA CT 06-27 ORCO BLOCK INC. 4510 RUTILE ST. RIVERSIDE, CA. 92509 TEL. (951) 685-1521 FAX. (951) 685-4295 z mK? DE&GN CRITERIA: ALLOWABLE SOIL BEARING = 2000 PSF + 300 PSF INCR. FOR WIDTH PER SOILS REPORT ALLOWABLE LATERAL PASSIVE = 350 PCF. EQUILIVALENT FLUID PRESSURE FOR LEVEL BACKFILL = 35 PSF PER SOILS REPORT LEVEL BACKFILL •* Q r^v \N N j •>V OJ \ 3 2" CLR 2-1/2" CLf S §J 5 5 -^t 1N il\ V > 5 •o } , • 1" • ^ — ^ .-- \*_ 1 " - /4 HORZ. CONT ---"' © 24" 0/C 'G' BAR @ EDGE --- 8" CMU FULL HE f9) Jt 4 HHR7 C @ 24" 0/C F DOWELS @ ED --' OF 12" OR S" Ch 12816 CMU SOUL GROUTED W/ NO INSPECTION REQi , y^.f. •' , •;-O. •"••.; O • • • ° • 0 ^x^^\ \ "^ * r~\ ' L-/ S NOTES: rm = 1500 PSI WITH LEVEL 1 SPECIAL INSPECTION • U.N.O. CONCRETE BLOCK SHALL CONFORM TOASTMC90 & USE OBP "TYPE S" MORTAR PERASTM C270. USEASTM A615 GRADE 60 STEEL M1N. GROUT STRENGTH TO BE 2000 PSI MIN. PER ASTM C 476. FOOTING CONCRETE: 2500 PSI MM. @ 28 DA YS. USE TYPE II/V CEMENT. PROVIDE 3" MIN. CONCRETE REBAR COVER FOR ANY FOOTING CAST AGAINST NATURAL SOIL FOR RETAINING WALLS: USE SELECT GRANULAR BACKFILL PER SOILS ENGR. PROVIDE A DRAINSTAR SUBDRAIN AS SHOWN. WATERPROFF BACKFILL SIDE OF WALL W/ "WATCHDOG HD" OR EQUAL PROVIDE PROPER SHORING DURING CONSTRUCTION. 8816 CMU SOLID GROUTED W/ NO SPCL. INSPECT/ON REQD. TAYLOR MORRISON MUROYA CT 06-27 NOTE: PROVIDE LEVEL ONE SPECIAL INSPECTION PER CBC TABLE 1704.5.1 OF THE MASONRY STEM PRIOR TO GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACEMENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE WITHOUT OBSTRUCTION OTHER THAN NORMAL MORTAR FINS. 4" 01 A. SO/? 35 PERF PIPE W/ 1 CF. 3/4" GRAVEL WRAPPED W/ M/RAFI 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL ' BAR #4 HORZ. CONT. TOP AND BOTTOM @ 12" 0/C AS SHOWN 'A' 2-0" 2-8" 3'-4' 4-0' 4'-8' 5-4" 6'-0' 'B' 2'-0" 2'-8" J'-4" 4-0" 4'-8" 5'-4" 4'-0" 'C' N/A N/A N/A N/A N/A N/A 2'-0" 'D' 1-6" 2'-0" 2'-3" 2'-9" J'-J" 3-9" 4-0" 'E' N/A N/A N/A N/A 6" 6" 9" T' DOWEL 12"^~ #4®32" 0/^" /4@32" 0/C i 49' #4©32" 0/C \57' 12 "' /4©16" 0/C ,65' 72 "L /4@16" 0/C | 73' 12 "L. #4©16" 0/C i 33' 12 "L- 'G' VERT N/A N/A N/A N/A N/A N/A /4@16" 0/C 'H' BAR N/A ?4@32" 0/C 18" 6" #4©32" 0/C 21" 6" $4 ©3 2" 0/C 27" 6" #4©16" 0/C JJ" 6" #5@16" 0/C 39" 6" #5©16" 0/C rf£l 6" TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 2' retain level cond Job# : ...New... Dsgnr: tsm Description.... 2'-0" retaining w/ level backfill w/ 25h seismic Page:. Date: FEB21.2011 This Wall in File: C:\Documents and Settings\TMALLIS\My i Retain Pro 9 ©1989-2011 Ver: 9.20 8155 Registration*: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC2010 Criteria Soil Data Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 2.00ft 0.00ft 0.00 : 1 6.00 in 0.0ft Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soii Friction Soil height to ignore for passive pressure = 2,000.0 psf Method 35.0 psf/ft 0.0 psf/ft 350.0 psf/ft = 115.00 pcf = 115.00 pcf 0.350 6.00 in Surcharge Loads I 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 i Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning 1.66 OK Sliding 2.65 OK Total Bearing Load = 573 Ibs ...resultant ecc, = 5.42 in Soil Pressure @ Toe = 1,279 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,791 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 3.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 207.5 Ibs less 100% Passive Force = - 350.0 Ibs less 100% Friction Force = - 200.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Thumbnail Lateral Load Applied to Stem I Adjacent Footing Load 1 Lateral Load ' 50.0#/ft Adjacent Footinc 0.0 Ibs . .Height to Top (t 2 Six 1-50 ft Footing Width 0.00ft ...Height to Bottom" 0.50ft Eccentricity 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1 .00 Footing Type Line Load by a factor of R Ahnvp/Rplnw qnilDcibc /AUUVc/ DtMUW OUII _ _ _ Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 Stem Construction | T°P stem Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size # 4 Rebar Spacing = 32.00 Rebar Placed at Edge De^ion Data fb/FB + fa/Fa 0.132 Total Force @ Section Ibs = 120.0 Moment.... Actual ft-#= 96.7 Moment Allowable 734.5 Shear Actual psi= 1.9 Shear Allowable psi= 38.7 Wali Weignt = 78.0 Rebar Depth 'd1 in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Mssonrv Dsts 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 21.48 1.000 in= 7.60 = Medium Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 2' retain level cond Job # : ...New... Dsgnr: tsm Description.... 2'-0" retaining w/ level backfill w/ 25h seismic Page: Date: FEB21,2011 This Wall in File: C:\Documents and SettingsVTMALLISWIy I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wail 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 = 0.00ft 1.50 1.50 12.00 in 0.00 in 0.00 in 2.00ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover® Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,791 0 0 0 0.00 0.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 21 ft-# 266 ft-# 245 ft-# 3.43 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No !:ey defined Summary of Overturning & Resisting Forces & Moments OVERTURNING.. Force Distance Item Ibs ft Heel Active Pressure = 157.5 1.00 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 50.0 2.00 Load @ Stem Above Soil = RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# 157.5 Soil Over Heel = 191.7 1.08 207.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 100.0 * Axial Live Load on Stem = Soil Over Toe = Total 207.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 1.68 572.7 Ibs 2575 Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weigh! = Key Weight Vert. Component = Total = 156.0 225.0 0.33 0.75 2.00 572.7 Ibs R.M.= 52.0 168.8 428.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM NIALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 2'8" retain level cond Job # ; ...New... Dsgnr: tsm Description.... 2'-8" retaining w/ level backfill w/ 25h seismic Page: Date: FEB 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wail Design Code; CBC 2010 Criteria Retained Height 2.67 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 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 350.0 psf/ft 115.00 pcf 115.00 pcf 0.350 6.00 in Thumbnail Surcharge Loads J Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 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 1 Wall Stability Ratios Overturning 1.79 QK Sliding 2.07 OK Total Bearing Load = 918 Ibs ..resultant ecc. = 6.71 in Soil Pressure @ Toe = 1,388 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soii Pressure Less Than Allowable ACI Factored @ Toe 1 ,943 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 324.7 Ibs less 100% Passive Force = - 350.0 Ibs less 100% Friction Force = - 321 .2 Ibs Added Force Reqd 0.0 Ibs UK ....for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load ^ 89.0#/ft Adjacent Footmc 0.0 Ibs ..Height to Top 2 '£ ^"V= /2.00ft Footing Width 0.00ft ..Height to Bottom (ADO ft Eccentricity 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00ft has been increased 1 .00 Footing Type Line Load by a factor of R Ahnvp/Rplnw SoilDdOC rAJJUvG/ DClUW OUll f\ r\ f* Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio 0.300 Stem Construction Top stem ^MH^B -J r Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Masonry Thickness 8.00 Rebar Size # 4 Rebar Spacing 32.00 Rebar Placed at Edge LJUnlCj t ! L.'ci Lc fb/FB + fa/Fa 0.250 Total Force @ Section lbs= 213.8 Moment.. .Actual ft-#= 244.5 Moment Allowable 979.0 Shear Actual psi= 3.4 Shear Allowable psi= 51.6 Wail Weight 78.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in ~ HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio IVlssonrv Osts 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 CBC 2010 1.200 1.600 1.600 1,600 1.000 Modular Ratio 'n1 Short Term Factor Equiv. Solid Thick Masonry Block Type Masonry Design Method concrete Date 21.48 1.333 in = 7.60 = Medium Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 2'8" retain level cond Job # : ...New... Dsgnr: tsm Description.... 2'-8" retaining w/ level backfill w/ 25h seismic Page:. Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration*: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wail 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 = = 0.00ft 2.00 2.00 12. 00 in 0.00 in 0.00 in 2.00ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min.As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actuai 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,943 0 0 0 0.00 0.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 136ft-# 720 ft-# 584 ft-# 4.71 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr K:y: Nc key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING.. Force Distance Item Ibs ft Heel Active Pressure = 235.7 1.22 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 89.0 2.50 Load @ Stem Above Soil = RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# 288.3 Soil Over Heel = 409.4 1.33 545.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 222.5 * Axial Live Load on Stem = Soil Over Toe = Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 324.7 O.T.M. = 510.8 1.79 917.7 Ibs Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weigh! = Key Weight Vert. Component = Total = 208.3 300.0 0.33 1.00 2.00 917.7 Ibs R.M.= 69.4 300.0 915.3 * Axial live load NOT included in tptal displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 3'4 Job* : ...New... Description.... 3'-4" retaining ' retain level cond Paqe: Dsgnr: tsm Date: FEE 21, 2011 w/ level backfill This Wall in File: C:\Documents and Settings\TMALLIS\My 1 Retain Pro 9 ©1989 -2011 Ver Registration #: RP-1194015 Licensed to: ORCO Block Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel : 9.20 8155 RP9.20 3.33ft 0.00ft 0.00 : 1 = 6.00 in 0.0ft Cantilevered Retaining Wall Design Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 1 = 2,300 0 psf Method 35.0 psf/ft 0.0 psf/ft 350.0 psf/ft = 115.00pcf = 115.00pcf 0.350 6.00 in Code: CBC 2010 r : • .••- I ! - -: " ' i Surcharge Loads Thumbnail Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary 0.0 Ibs 0.0 Ibs 0.0 in 1 Wall Stability Ratios Overturning 1.52 OK Sliding 1-65 OK Total Bearing Load = 1,204lbs ...resultant ecc. = 8.91 in Soil Pressure @ Toe = 2,100 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,300 psf Soil Pressure Less Than Allowable AC I Factored @ Toe 2,940 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 7.8 psi OK Allowable - 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Load %& 1: ...Height to Top £ ^1^ : ...Height to Bottom The above lateral load has been increasedby a factor of Wind on Exposed Stem = 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 Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW 39.0 #/ft Adjacent Footing Load 0.0 Ibs ? .50 ft Footing Width = 0.00ft 1.50ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00ft '•00 Footing Type Line Load 0.0 psf at Back of Wall Poisson's Ratio 0.300 I Top Stem ft= 0.00 = Masonry 8.00 # 4 32.00 Edge 0.504 lbs = 333.1 ft-#= 493.4 979.0 psi= 5.3 psi = 51,6 78.0 in= 5.25 in= 24.00 in = less 100% Passive Force = - 350.0 Ibs less 100% Friction Force = - 421.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK HOOK EMBED INTO FTG in =8.40 Lap splice above base reduced by stress ratio Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Masonry Data fin psi = Fs psi = Solid Grouting Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 1,500 24,000 Yes 21.48 1.333 in= 7.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 3'4" retain level cond Page: Job* : ...New... Dsgnr: tsm Date: FEB21.2011 Description.... 3'-4" retaining w/ level backfill This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results Toe Width = 0.00 ft Heel Width = 2.25 Total Footing Width = "2.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 1.25ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,940 0 0 0 0.00 0.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 115ft-# 1,143ft-# 1 ,027 ft-# 7.77 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Item Ibs Heel Active Pressure = 328.1 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 139.0 Load @ Stem Above Soil = ft 1.44 0.50 3.00 RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# 473.6 Soil Over Heel = 606.3 1.46 884.2 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 417.0 * Axial Live Load on Stem = Soil Over Toe = Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 467.1 O.T.M. = 890.6 1.52 1,203.6 Ibs Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = 259.7 337.5 0.33 1.13 1.75 86.6 379.7 1,350.51,203.6 Ibs R.M.= * Axial live load NOT included in tptal displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Retain Pro 9 © 1989 - 2011 Ver: Registration #: RP-1194015 Licensed to: ORCO Block Criteria Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 9.20 8155 RP9.20 4.00ft 0.00ft 0.00 : 1 6.00 in 0.0ft Title muroya 4'0" retain level cond Page: Job# : ...New... Dsgnr: tsm Date: FEE 21,2011 Description.... 4'-0" retaining w/ level backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Cantilevered Retaining Wall Design Code: CBC 2010 Soil Data Allow Soil Bearing = 2,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 11 5. 00 pcf Footing||Soil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Thumbnail Surcharge Loads Surcharge Over Heel Used To Resist Sliding Surcharge Over Toe = & = 0.0 psf Overturning 0.0 psf 1 Lateral Load Applied to Stern Lateral Load : 1 *=C. 200.0 #/ft Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable = = - = = = = = 0.0 Ibs 0.0 Ibs 0.0 in I 2.04 OK 1.75 OK 1,683 Ibs 8.09 in 1,601 psf 0 psf | | OK OK 2,300 psf Than Allowable - = -_ — 2,242 psf 0 psf 0.0 psi 6.0 psi 75.0 osi OK OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 537.5 Ibs less 100% Passive Force = - 350.0 Ibs less 100% Friction Force = - 589.0 Ibs Added Force Req'd ....for 1.5 : 1 Stability = - 0.0 Ibs 0.0 Ibs OK OK ...Height to Top £•' 2-^=V\ (3 ...Height to Bottom = ' (^2 The above lateral load has been increased 1by a factor of Wind on Exposed Stem = Stern 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 25 75 00 0.0 | ft ibs ftft psf | Adjacent Footing Load I Adjacent Footing Load 0.0 Ibs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Ratp Ahnup/Rplnw ^nilDOOC AMJUVC/DCIUW OUH _ _^ at Back of Wall Poisson's Ratio 0.300 Top Stem = = = = = = - _ Moment.... Actual ft-# = Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' psi psi in - = = — = C3iem uf\ 0.00 Masonry 8.00 # 4 32.00 Edge 0.688 380.0 673.3 979.0 6.0 51.6 78.0 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting psi psi = = = 1,500 24,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Datafc Fy 21.48 1.333 in= 7.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 4'0" retain level cond Job* ; ...New... Dsgnr: tsm Description.... 4'-0" retaining w/ level backfill w/ 25h seismic Page:. Date: FEB21.2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 ©1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = _ fc = 2, 500 psi Fy = Footing Concrete Density = Win. As % = Cover® Top 2.00 @ 0.00ft 2.75 Z75 12. 00 in 12.00 in 0.00 in 1.75ft 60,000 psi 1 50.00 pcf 0.0018 Btm.= 3.00 in Toe Factored Pressure Mu' : Upward Mu1 : Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2 = None = None = None ,242 0 0 0 0.00 0.00 Spec'd Spec'd Spec'd Heel 0 psf 731 ft-# 2,162 ft-# 1,431 ft-# 5.97 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments 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 437.5 100.0 1.67 0.50 4.00 Moment ft-# 729.2 400.0 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 = RESISTING Force Distance Ibs ft 958.3 1.71 Moment ft-# 1,637.2 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 537.5 O.T.M. = 1,129.2 2.04 1,682.8 Ibs Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = 312.0 412.5 0.33 1.38 2.25 104.0 567.2 2,308.31,682.8 Ibs R.M.= * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Retain Pro 9 ©1989 -2011 Ver: 9.20 8155 Registration*: RP-1 194015 RP9.20 Licensed to: ORCO Block Criteria Retained Height 4.67 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 = 0.0ft Title muroya 4'8" retain level cond Page: Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 Description.... 4'-8" retaining w/ level backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Cantilevered Retaining | Soil Data Wall Design Code: CBC 2010 1 " • • ..-•-- Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 11 5. 00 pcf Footing||Soil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Thumbnail Surcharge Loads 1 Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load 0.0 Ibs Axial Live Load 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning 1 78 OK Sliding 1.75 OK Total Bearing Load = 2,314 Ibs ...resultant ecc. = 10.78 in Soil Pressure @ Toe = 2,123 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,600 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,973 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 8.1 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 835.6 Ibs less 100% Passive Force = - 656.3 Ibs less 100% Friction Force = - 809.9 Ibs Added Force Req'd 0.0 Ibs OK ..for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load Applied to Stern Lateral Load ^>fl »>M <* e 273.0 #/ft ... Height to Top £> 2"^"=^ /3.50ft ...Height to Bottom = 2.50ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf | Adjacent Footing Load 1 Adjacent Footing Lc 00 Ibs Footing Width " 0.00ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00ft Footing Type Line Load Racp Ahrivp/Rplrtw ^nilOd^C /AUUvC/DclUVV OUII at Back of Wall Poisson's Ratio 0.300 Stem Construction 1 Top stem Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment.... Actual ft-# = Moment. ... Allowable Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = stem UK 0.00 Masonry 8.00 # 4 16.00 Edge . . .... 0.740 654.7 1,413.1 1,908.6 10.4 51.6 78.0 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting = -.._..-............... .... 1,500 24,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 1.333 in= 760 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCQ BLOCK CO RIVERSIDE, CA, Title muroya 4'8" retain level cond Job# ; ...New... Dsgnr: tsm Description.... 4'-8" retaining w/ level backfill w/ 25h seismic Page:. Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMAULIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8165 Registration*: RP-1194015 RP9.20 Licensed to: ORCO Block Cantiievered Retaining Wall Design Min.As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in 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 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 = 0.00ft 3.25 * 3.25 12.00 in 12.00 in 6.00 in 2.25ft 60,000 psi 1 50.00 pcf 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 Toe 2,973 0 0 0 0.00 0.00 = #7@ 16. 00 in = #6@ 16.00 in = None Spec'd | Heel 0 psf 1 ,077 ft-# 3,637 ft-# 2,560 ft-# 8.10 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments OVERTURNING. Force Distance Item Ibs ft Heel Active Pressure = 562.6 1.89 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 273.0 4.00 Load @ Stern Above Soil = RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# 1,063.3 Soil Over Heel = 1,387.4 1.96 2,717.0 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 1 ,092.0 * Axial Live Load on Stem = Soil Over Toe = Total 835.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 2,155.3 1.78 2,314.1 Ibs Surcharge Over Toe = Stem Weight(s) = 364.3 0.33 121.4 Earth @ Stem Transitions = Footing Weigh! = 487.5 1.63 792.2 Key Weight = 75.0 2.75 206.3 Vert. Component = Total = 2,314.1 Ibs R.M.= 3,836.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Retain Pro 9 © 1989 - 2011 Ver Registration #: RP-1194015 Licensed to: ORCO Block Oritf*ria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel :9.20 8155 RP9.20 5.33ft 0.00ft 0.00 : 1 = 6.00 in 0.0 ft Title muroya 5'4" retain level cond Page: Job* ...New... Dsgnr: tsm Date: FEB21.2011 Description.... 5' -4" retaining w/ level backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\Wly i Cantiievered Retaining Wall Design Code; CBC 2010 1 Soil Data 1 Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf Footing||Soil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads Thumbnail I Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load 0.0 Ibs Axial Live Load = 00 Ibs Axial Load Eccentricity = 0.0 in Design Summary f Wall Stability Ratios Overturning 1 82 OK Sliding 1.60 OK Total Bearing Load = 2,943 Ibs ...resultant ecc. = 12.17 in Soil Pressure @ Toe = 2,279 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,600 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,191 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 90 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,056. 2 Ibs less 100% Passive Force = - 656.3 Ibs less 100% Friction Force = - 1,030.1 Ibs Added Force Req'd 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Lateral Load = 355 0 #/ft Adjacent Footing Loac 0.0 Ibs ... Height to Top (<-> l^\\f 4.00ft Footing Width 0.00ft ..Height to Bottom = i 3.00ft Eccentricity 0.00 in The above lateral load Wail to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Type Line Load by a factor of Base Above/Be|ow Soi| Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 Stem Construction 1 Top stem Design Height Above Ftc ft= 0.00 Wail Material Above "Ht" = Masonry Thickness 8.00 Rebar Size = #4 Rebar Spacing 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa 1.114 Total Force @ Section lbs= 852.2 Moment.... Actual ft-#= 2,125.8 Moment Allowable = 1,908.6 Shear Actual psi= 13.5 Shear Allowable psi= 51.6 Wall Weight 78,0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 36.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data f'm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 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 1333 in= 7.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 5'4" retain level cond Page. Job# ....New... Dsgnr: tsm Date: FEE 21,2011 Description.... 5'-4" retaining w/ level backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code; CBC 2010 Footing Dimensions & Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Win. As % Cover® Top 2.00 @ Strengths | 0.00 ft 3.75 3.75 12. 00 in 12. 00 in 6.00 in 2.75ft 60,000 psi 150.00pcf 0.0018 Btm.= 3.00 in Footing Design Results | Toe Heel Factored Pressure = 3,191 0 psf Mu' : Upward = 0 1 ,860 ft-# Mu1 : Downward = 0 5,641 ft-# Mu: Design = 0 3,781 ft-# Actual! -Way Shear = 0.00 9.00 psi Allow 1 -Way Shear = 0.00 75.00 psi Toe Reinforcing = #7 @ 16. 00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 1 1 .75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING. Force Distance Item Ibs ft Heel Active Pressure = 701.2 2.11 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 355.0 4.50 Load @ Stem Above Soil = RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# 1,479.5 Soil Over Heel = 1,889.9 2.21 4,173.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 1 ,597.5 * Axial Live Load on Stem = Soil Over Toe = Total = 1,056.2 O.T.M. = 3,077.0 Resisting/Overturning Ratio = 1.82 Vertical Loads used for Soil Pressure = 2,943.2 Ibs Surcharge Over Toe = Stem Weight(s) = 415.7 0.33 138.6 Earth @ Stem Transitions = Footing Weight = 562.5 1.88 1,054.7 Key Weight = 75.0 3.25 243.8 Vert. Component = Total = 2,943.2 Ibs R.M.= 5,610.6 * 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 : muroya 6'0" retain level cond Job # : ...New... Dsgnr: tsm Description.... 6'-0" retaining w/ level backfill Page:. Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 ©1989- 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantiievered 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 J Soil Data Allow Soil Bearing = 2,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 350.0 psf/ft 115.00 pcf 115.00 pcf 0.350 6.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning 1.68 OK Sliding 1.58 OK Total Bearing Load = 3,496 Ibs ..resultant ecc. = 14.14 in Soil Pressure @ Toe = 2,835 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,969 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 15.8 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,307.5 Ibs less 100% Passive Force = - 842.2 Ibs less 100% Friction Force = - 1,223.5 Ibs Added Force Req'd 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load Applied to Stem Lateral Load ' 1'< 450.0 #/1 ...Height to Top (^ *V? tf 4.50ft ...Height to Bottom =( 3.50ft The above lateral load has been increased 1.00by a factor of Wind on Exposed Stem = 0.0 ps Stern Construction 1 T Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment.... Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = | Adjacent Footing Load 1 \ A F V F B f P op Stem Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge 0.889 730.0 1,273.3 1,431.8 11.6 38.7- 78.0 5.25 36.00 36.00 djacent Footing Load 0.0 Ibs ooting Width ~ = 0.00ft ccentricity = 0.00 in /all to Ftg CL Dist 0.00 ft ooting Type Line Load ase Above/Below Soil at Back of Wall oisson's Ratio 0.300 2nd Ratio > 1.0 0.00 Masonry 12.00 # 4 16.00 Edge 1.221 1,080.0 3,060.0 2,505.4 10.0 38.7 124.0 9.00 36.00 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 HOOK EMBED INTO FTG in =8.40 Lap splice above base 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 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 6'0" retain level cond Job # : ...New... Dsgnr: tsm Description.... 6'-0" retaining w/ level backfill Page: Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = = = fc = 2,500 psi Fy = Footing Concrete Density = Min. As %= 0.00 ft 4.00 4*00 12. 00 in 12. 00 in 9. 00 in 3.00ft 60,000 psi 150.00pcf 0.0018 Toe Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 3 = None = None = None ,969 0 0 0 0.00 0.00 Spec'd Spec'd Spec'd Heel 0 psf 1 ,356 ft-# 6,211 tt-# 4,855 ft-# 15.77 psi 75.00 psi Cover @ Top 2.00 @ Btm.= 3.00 in 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, Key: Not req'd, Mu < S * Fr ! 46.25 in, #9@ 4 Summary of Overturning & Resisting Forces & Moments OVERTURNING Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force Ibs 857.5 450.0 Distance ft 2.33 0.50 5.00 Moment ft-# 2,000.8 2,250.0 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 = RESISTING Force Distance Moment Ibs ft ft-# 2,070.0 2.50 5,175.0 Total = 1,307.5 O.T.M. = 4,250.8 Resisting/Overturning Ratio = 1.68 Vertical Loads used for Soil Pressure = 3,495.8 Ibs Surcharge Over Toe = Stem Weight(s) = 560.0 0.41 Earth @ Stem Transitions = 153.3 0.83 Footing Weight = 600.0 2.00 Key Weight = 112.5 3.50 Vert. Component = Total = 228.0 127.8 1,200.0 393.8 7,124.53,495.8 Ibs R.M.= * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: ffESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2000 PSF + 300 PSF INCR. FOR WIDTH PER SOILS REPORT ALLOWABLE LATERAL PASSIVE = 350 PCF. EQUILIVALENT FLUID PRESSURE FOR 2 TO 1 BACKFILL = 50 PSF PEff SOILS REPORT NOTES: fm = 1500 PSI WITH LEVEL 1 SPECIAL INSPECTION - U.N.O. CONCRETE BLOCK SHALL CONFORM TO ASTM C 90 & USE OBP "TYPE S" MORTAR PERASTM C 270. USE ASTM A61S GRADE 60 STEEL MM. GROUT STRENGTH TO BE 2000 PSI MIN. PER ASTM C 476. FOOTING CONCRETE: 2500 PSI MIN. 0 28 DA YS. USE TYPE II/V CEMENT. PROVIDE 3" MIN. CONCRETE REBAR COVER FOR ANY FOOTING CAST AGAINST NATURAL SOIL. FOR RETAINING WALLS: USE SELECT GRANULAR BACKFILL PER SOILS ENGR. PROVIDE A DRAINSTAR SUBDRAIN AS SHOWN. WATERPROFF BACKFILL SIDE OF WALL W/ "WATCHDOG HD" OR EQUAL. PROVIDE PROPER SHORING DURING CONSTRUCTION. #4 HORZ. CONT. 24" 0/C 8816 CMU SOLID GROUTED W/ NO SPCL. INSPECTION REOD. '<?' BAR @ EDGE OF 8" CMU FULL HEIGHT (2) / 4 HORZ. CONT. 24" 0/C 'F' DOWELS & EDGE OF 12" OR 8" CMU 12816 CMU SOLID GROUTED W/ NO SPCL. INSPECTION REOD. NOTE: PROVIDE LEVEL ONE SPECIAL INSPECTION PER CBC TABLE 1704.5.1 OF THE MASONRY STEM PRIOR TO GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACEMENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE WITHOUT OBSTRUCTION OTHER THAN NORMAL MORTAR FINS. TAYLOR MORRISON MUROYA CT 06-27 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 #4 HORZ. CONT. TOP AND BOTTOM <§> 12" 0/C AS SHOWN NOTE: ALTERNATE DIRECTION @ 8' ONLY 'A' 2'-0" 2-8" 3-4" 4-0" 4-8" 5-4" 6-0" 8-0' 'B' 2'~0" 2'- 8" 3-4" 4-0" 4-8" 3-4" 3-4" 3-4" 'C' N/A N/A N/A N/A N/A 2-0" 2-8" 4'-8" 'D' r-9" 2-3" 2-9" 3-3" 3-9" 4-3" 4-9" 6-3" r 4" 6" 9" 15" 18" 21" 24" 39" 'E' DOWEL #4©32" 0/C iJJ" #4@32" 0/C 1 47" 12 "L /4©32" 0/C 12" #4©16" 0/C #5©16" 0/C 12" 49" 57' 65' #4@16" 0/C iJJ' 12 "L #5©16" 0/C 12" /6©8" 0/C 18" — 41" 'G' VERT N/A N/A N/A N/A N/A #4©16" 0/C #4©16" 0/C 65 \ #4@16" 0/C I 'H' BAR #4 ©3 2" 0/C 15" 6 ?4©32" 0/C 21" 6" #4©32" 0/C 27" 6" 6" \21" #4@16" 0/C 39" 6" \24" #5©16" 0/C 45" 6" \27" #5©16" 0/C 51" 6" I JO" #5@8" 0/C 69" 6" 1 42" T 6" 6" 6" 6" 6" 9" 9" 12" TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Retain Pro 9 © 1989 - 2011 Ver: 9 Registration #: RP-1194015 Licensed to: ORCO Block Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 20 8155 RP9.20 _. . 2.00ft 0.00ft 2.00: 1 6.00 in 0.0ft Title muroya 2' retain 2 to 1 cond Paqe: Job* : ...New... Dsgnr: tsm Date: FEB 21,2011 Description.... 2'-0" retaining w/ 2 to 1 backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Cantiievered Retaining Wall Design Code: CBC 2010 Soil Data 1 x Allow Soil Bearing 2,000 Opsf ^, Equivalent Fluid Pressure Method ^ Heel Active Pressure 50.0 psf/ft j Toe Active Pressure 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heei = 115.00 pcf Soil Density, Toe = 11 5. 00 pcf Footing||Soil Friction = 0.300 j Soil height to ignore for passive pressure = 6.00 in Surcharge Loads Thumbnail I Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning 161 OK Sliding 1.81 OK Total Bearing Load = 641 Ibs ...resultant ecc. = 5.95 in Soil Pressure @ Toe = 1,128 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,579 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 = 320.9 Ibs less 100% Passive Force = - 388.9 Ibs less 100% Friction Force = - 192.4 Ibs /\Ar4f^A Cr\rr<r* D^^'r4 f\ f°l |HC OK"Added Force Keqd - u.U IDS ut\ ....for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load Qi i $> *"*i <- 50.0 #/ft ...Height to Top £ 75?^ 1.50ft ...Height to Bottom ' = / 0.50ft./The above lateral load has been increased 1 .00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction T< Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size Rebar Spacing = Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment.... Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight = Rebar Depth 'd1 in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Lap splice above Masoorv Data f m psi = Fs psi = Solid Grouting Adjacent Footing Load 0.0 Ibs Footing Width = 0.00ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Bsss AbovG/Bslow Soil at Back of Wall Poisson's Ratio 0.300 >p Stem Stem Ok 0.00 Masonry 8.00 # 4 32.00 Edge -.-.. - 0.159 150.0 116,7 734.5 2.4 38.7 78.0 5.25 24.00 8.40 base reduced by stress ratio 1,500 24,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind.W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 1.000 in = 7.60 = Medium Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 2' retain 2 to 1 cond Page: Job* : ...New... Dsgnr: tsm Date: FEE 21,2011 Description.... 2'-0" retaining w/ 2 to 1 backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantiieverecl Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = = = = fc = 2, 500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 = @ 0.50ft 1.25 1.75 12. 00 in 12.00 in 4.00 in 0.75ft 60,000 psi 150.00pcf 0.0018 Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Hee! Reinforcing Key Reinforcing Toe 1,579 282 65 218 4.56 75.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 1 ft-# 155ft-# 154ft-# 2.84 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Kr,: Me! req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Item Ibs Heel Active Pressure = 270.9 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 50.0 Load @ Stem Above Soil = Total = 320.9 Resisting/Overturning Ratio Distance Moment ft ft-# 1.10 297.2 0.50 2.00 100.0 O.T.M. = 397.2 1.61 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 RESISTING Force Ibs 134.2 9.8 28.8 156.0 262.5 50.0 Distance ft 1.46 1.56 0.25 0.83 0.88 1.25 Moment ft-# 195.7 15.2 7.2 130.0 229.7 62.5 Vertical Loads used for Soil Pressure = 641.2 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Vert. Component = Total =641.2 Ibs R.M.=640.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Retain Pro 9 © 1989 - 2011 Ver: 9 Registration #: RP-1194015 Licensed to: ORCO Block Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 20 8155 RP9.20 2.67ft 0.00ft 200: 1 6. 00 in 0.0ft Title muroya 2'8" retain 2 to 1 cond Page: Job# : ...New... Dsgnr: tsm Date: FEB21.2011 Description.... 2'-8" retaining w/ 2 to 1 backfill W/ 25H seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Cantiievered Retaining Wall Design Code: CBC 2010 | Soil Data 1 ^ Allow Soil Bearing = 2,000.0 psf S* Equivalent Fluid Pressure Method s/ Heel Active Pressure = 50.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 11 5. 00 pcf Footing||Scil Friction = 0.350 . | Soil height to ignore „• j for passive pressure = 6.00 in Surcharge Loads Thumbnail Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning 1.57 QK Sliding 1.90 OK Total Bearing Load = 1,01 6 Ibs ...resultant ecc. 7.85 in Soil Pressure @ Toe = 1,438 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,013 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.6 psi OK Footing Shear @ Heel = 6,1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 532.5 Ibs less 100% Passive Force = - 656.3 Ibs less 100% Friction Force = - 355.6 Ibs Added Force Req'd 0.0 Ibs OK ...for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load : 89.0#/ft ...Height to Top /£ 2-£~$A (2.00ft ... Height to Bottom ' 1.00ft The above lateral load has been increased 1 .00by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction | Tc Design Height Above Ftc ft = Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing = Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment.. .Actual ft-# = Moment Allowable Shear Actual psi = Shear Allowable psi = Wail Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Lap splice above Masonry Data f'rn psi = Fs psi = Solid Grouting Adjacent Footing Loac 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall Poisson's Ratio 0.300 ip Stem Stem OK 0.00 Masonry 8.00 # 4 3200 Edge . _ 0.298 267.2 292.1 979.0 4.2 51.6 78.0 5.25 24.00 8.40 base reduced by stress ratio - 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 f c Fy 21.48 1.333 in= 7.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; muroya 2'8" retain 2 to 1 cond Page: Job # ; ...New... Dsgnr: tsm Description.... 2'-8" retaining w/ 2 to 1 backfill VW 25H seismic Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = 0.50ft 1.75 2.25 12.00 in 12. 00 in 6.00 in 1.25ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu1 : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = = = = = = = = = Toe 2,013 377 65 312 6.64 75.00 #4 ©18.00 in None Spec'd None Spec'd Heel 0 psf 17 ft-# 534 ft-# 517ft-# 6.11 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Koy: No; req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 443.5 1.40 622.6 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 89.0 2.50 222.5 Load @ Stem Above Soil = Total = 532.5 O.T.M. = 845.1 Resisting/Overturning Ratio = 1.57 RESISTING Force Distance 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 Ibs 332.6 33.7 28.8 208.3 337.5 75.0 ft 1.71 1.89 0.25 0.83 1.13 1.75 Moment ft-# 568.3 63.7 7.2 173.6 •379.7 131.3 Vertical Loads used for Soil Pressure = 1,015.9 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Vert. Component = Total =1,015.9 Ibs R.M.=1,323.7 * Axial live load NOT included in tptal displayed, or used for overturningresistance, but is included for soil pressure calculation. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; muroya 3'4" retain 2 to 1 cond Job* : ...New... Dsgnr: tsm Description.... 3'-4" retaining w/ 2 to 1 backfill w/ 25h seismic Page:. Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMAULIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration*: RP-1194015 RP9.20 Licensed to: ORCO Block Cantiievered Retaining Wall Design Code: CBC2010 Criteria Soil Data Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 3.33ft 0.00ft 2.00: 1 6.00 in 0.0ft Allow Soil Bearing = 2,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure Surcharge Loads 50.0 psf/ft 0.0 psf/ft 350.0 psf/ft 115.00 pcf 115.00 pcf 0.350 6.00 in Thumbnail Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning 1.56 OK Sliding 1 72 OK Total Bearing Load 1,492 Ibs ...resultant ecc. = 9.62 in Soil Pressure @ Toe = 1,736 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,300 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,430 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.7 psi OK Footing Shear @ Heel = 9.4 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 794.8 Ibs less 100% Passive Force = - 842.2 Ibs less 100% Friction Force = - 522.2 Ibs Added Force Req'd 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK J Lateral Load Applied to Stem § Adjacent Footing Load Lateral Load ^ilt<> t^/4- .. .Height to Top Q 2-S"£t ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 139.0#/ft 2.50 ft 1.50ft 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 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 Stem Construction Top Stem Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 0.00 Masonry 8.00 # 4 32.00 Edge 0.598 416.2 585.7 979.0 6.6 51.6 78.0 5.25 24.00 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting psi = psi = 1,500 24,000 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 21.48 1.333 in= 7.60 = Medium Weight = ASD TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 3'4" retain 2 to 1 cond Job# ; ...New... Dsgnr: tsm Description.... 3'-4" retaining w/ 2 to 1 backfill w/ 25h seismic Page: Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration*: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500psi Fy = Footing Concrete Density = Min. As % Cover® Top 2.00 @ Strengths | 0.50ft 2.25 2.75 12.00 in 12. 00 in 9.00 in 1.75ft 60,000 psi 150.00pcf 0.0018 Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 2,430 Mu' : Upward = 470 Mu' : Downward = 65 Mu: Design = 406 Actual 1-Way Shear = 8.70 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 K Heel 0 psf 88ft-# 1 ,249 ft-# 1,161 ft-# 9.36 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 655.8 1.71 1,119.6 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 139.0 3.00 417.0 Load @ Stem Above Soil = Total = 794.8 O.T.M. = 1,536.6 Resisting/Overturning Ratio = 1.56 RESISTING Force Distance 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 = Ibs 606.3 72.1 28.8 259.7 412.5 112.5 ft 1.96 2.22 0.25 0.83 1.38 2.25 Moment ft-# 1,187.4 160.2 7.2 216.5 567.2 253.1 Vertical Loads used for Soil Pressure = 1,491.9 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Vert. Component = Total =2,391.51,491.9 Ibs R.M.= * Axial live load NOT included in tptal displayed, or used for overturning resistance, but is included for soil pressure calculation. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 4'0" retain 2 to 1 cond Paqe: Job# : ...New... Dsgnr: tsm Date: FEE 21, 2011 Description.... 4'-0" retaining w/ 2 to 1 backfill This Wall in File: C:\Documents and Settings\TMALLIS\My Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1 19401 5 RP9.20 Licensed to: ORCO Block 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 = 0.0ft Cantiievered Retaining Wall Design Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 1 2,300.0 psf Method 50.0 psf/ft 0.0 psf/ft 350.0 psf/ft = 115.00pcf = 115.00pcf 0.350 r6.00 in I Code: CBC 2010 S -<V Surcharge Loads Thumbnail Lateral Load Applied to Stem ; Adjacent Footing Load Surcharge Over Heel =0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load = ...resultant ecc. = Soil Pressure @ Toe = Soil Pressure @ Heel Stem | 0.0 Ibs 0.0 Ibs 0.0 in 1 1.55 OK 1.81 OK 2,099 Ibs 11.37 in 2,065 psf OK 0 psf OK Allowable 2,300 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 2,890 psf 0 psf 10.9 psi OK 12.5 psi OK 75.0 nsi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,112. 5 Ibs less 100% Passive Force = - 1,279. 7 Ibs less 100% Friction Force = - 734.6 Ibs Added Force Req'd = ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 Ibs OK 0.0 Ibs OK CBC 2010 1.200 1.600 1.600 1.600 1.000 Lateral Load ^ 206.0#/ft Adjacent I . ..Height to Top <O 2^^\ //325 ...Height to Bottom V.2.25 The above lateral load has been increased 1.00by a factor of Wind on Exposed Stem = 0.0 Stem Construction 1 Design Height Above Ftc ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs Moment. ...Actual ft-# Moment Allowable Shear Actual psi Shear Allowable psi Wall Weight Rebar Depth 'd' in ft Footing Width 0.00 ft ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00ft Footing Type Line Load o3SG /\DQVG/DGiOW oOll _ psf at Back of Wall Poisson's Ratio 0.300 Top Stem Stem OK 0.00 = Masonry 8.00 # 4 16.00 Edge_ _.__.__. . . = 0.568 600.0 = 1,083.3 = 1,908.6 9.5 51.6 78.0 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data fm 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 1,500 24,000 Yes 21.48 1.333 , . ,-LLJ. 7.60 y^S^xS = Medium Weight //£'/& V\< = ASD /yk/c vV*ll^jf V\<?ii */ GPo*^ "ZA^iPy C"'925 "MlLI '•'**>*»* JfJ\4 /J TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 4'0" retain 2 to 1 cond Job # : ...New... Dsgnr: tsm Description.... 4'-0" retaining w/ 2 to 1 backfill Page:. Date: FEB21.2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500psi Fy = Footing Concrete Density = Min. As % Cover® Top 2.00 @ Strengths | 0.50ft 2.75 3.25 12. 00 in 12.00 in 15.00 in 2.25ft 60,000 psi 150.00pcf 0.0018 Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 2,890 Mu1 : Upward = 572 Mu1 : Downward = 65 Mu: Design = 508 Actual 1 -Way Shear = 10.95 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 261 ft-# 2,404 ft-# 2,143ft-# 12.46 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Item Ibs Heel Active Pressure = 912.5 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 200.0 Load @ Stem Above Soil = Total = 1,112.5 Resisting/Overturning Ratio Distance Moment ft ft-# 2.01 1,837.8 0.50 3.75 750.0 O.T.M. = 2,587.8 1.55 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 RESISTING Force Ibs 958.3 124.8 28.8 312.0 487.5 187.5 Distance ft 2.21 2.56 0.25 0.83 1.63 2.75 Moment ft-# 2,116.3 318.9 7.2 260.0 792.2 515.6 Vertical Loads used for Soil Pressure = 2,098.9 Ibs Vertical component of active pressure NOT used for soil pressure Vert. Component = Total =4,010.22,098.9 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. Retain Pro 9 ©1989 -2011 Ver: Registration #: RP-1 194015 Licensed to: ORCO Block Criteria Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Title muroya 4'8" retain 2 to 1 cond Paqe: Job* : ...New... Dsgnr: tsm Date: FEB21,2011 Description..,. 4'-8" retaining w/ 2 to 1 backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I 9.20 8155 RP9.20 4.67ft 0,00ft 2.00 : 1 6.00 in 0.0ft Cantilevered Retaining J Soil Data Wall Design Code: CBC 2010 1 Allow Soil Bearing = 2,600.0 psf /^ Equivalent Fluid Pressure Method s Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf Footing||Soil Friction = 0.350 Soil height to ignore i~7 for passive pressure = 6.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning 1.55 QK Sliding 1.68 OK Total Bearing Load = 2,760 Ibs ...resultant ecc. = 13.12 in Soil Pressure @ Toe = 2,353 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,600 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,294 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.9 psi OK Footing Shear @ Heel = 15.6 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,484.6 Ibs less 100% Passive Force = - 1,531.3 Ibs less 100% Friction Force = - 965.9 Ibs Added Force Req'd 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK I Lateral Load Applied to Stem | Adjacent Footing Load 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 Lateral Load 6 1 <4 273.0 ...Height to Top/D 2C £l 3-50 ...Height to Bottom ' = \ 2.50 The above lateral load has been increased by a factor of Wind on Exposed Stem = 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 Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW 1.00 0.0 1 ft ibs ft-# PS! psi in in in #/ft Adjacent Footing Load ft Footing Width ft Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil psf at Back of Wall Poisson's Ratio = Top Stem Qrom C\Koiern Ur\ 0.00 = Masonry 8.00 # 4 16.00 Edge - - - • 0.874 818.2 1,667.7 = 1,908.6 13.0 51.6 78.0 5.25 36.00 = 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 ... HOOK EMBED INTO FTG in =8.40 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ratio Jn' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 24,000 Yes 21.48 1.333 in= 7.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title ; muroya 4'8" retain 2 to 1 cond Page:. Job* : ...New... Dsgnr: tsm Description.... 4'-8" retaining w/ 2 to 1 backfill w/ 25h seismic Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TIVIALLIS\My I Retain Pro 9 ©1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC2010 Footing Dimensions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = 0.50ft 3.25 3.75 12. 00 in 12.00 in 18.00 in 2.75ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover® Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu1 : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = = = = = = = = = Toe 3,294 663 65 598 12.95 75.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 570ft-# 4,100ft-# 3,529 ft-# 15.59 psi 75.00 psi 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@ 46.25 in, #9<? Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Item Ibs Heel Active Pressure = 1,211.6 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 273.0 Load @ Stem Above Soil = Total = 1,484.6 Resisting/Overturning Ratio Distance Moment ft ft-# 2.32 2,811.6 0.50 4.00 1,092.0 O.T.M. = 3,903.6 1.55 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 = RESISTING Force Ibs 1,387.4 191.9 28.8 364.3 562.5 225.0 Distance ft 2.46 2.89 0.25 0.83 1.88 3.25 Moment ft-# 3,410.6 554.3 7.2 303.6 1,054.7 731.3 Vertical Loads used for Soil Pressure = 2,759.8 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Vert. Component = Total =6,061.62,759.8 Ibs R.M.= Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 5'4" retain 2 to 1 cond Page: Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 Description.... 5'-4" retaining w/ 2 to 1 backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wai! Design Code; CBC2010 Criteria Soil Data Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 5.33ft 0.00ft 2.00: 1 6.00 in 0.0ft Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 2,900.0 psf Method 50.0 psf/ft 0.0 psf/ft 350.0 psf/ft = 11 5.00 pcf = 11 5. 00 pcf 0.350 6.00 in Surcharge Loads Thumbnail • Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning 1.60 OK Sliding 1.65 OK Total Bearing Load = 3,291 Ibs ...resultant ecc 14.07 in Soil Pressure @ Toe = 2,304 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,226 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 18.4 psi OK Footing Shear @ Heel = 19.6 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,791. 4 Ibs less 100% Passive Force = - 1,804. 7 Ibs less 100% Friction Force = - 1,151. 7 Ibs. _.,Added Force Req d 0.0 Ibs UK ....for 1.5: 1 Stability = 0.0 Ibs OK Lateral Load 355.0 #/ft Adjacent Footing Li 0.0 Ibs . ..Height to Top (} £ff\ / 4.00ft Footing Width = 0.00ft ...Height to Bottom = ( 3.00ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist 0.00 ft has been increased 1.00 Footing Type Line Load by a factor of R Ahnvp/Rplnw ^nilOdoC /AUU VC/ DctU W OUII . Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio 0.300 Stem Construction 1 Top stem 2nd Design Height Above Ftc ft= 2.00 000 Wall Material Above "Ht" = Masonry Masonry Thickness 8.00 12.00 Rebar Size #4 #4 Rebar Spacing 16.00 16.00 Rebar Placed at Edge Edge Doston Dsts fb/FB + fa/Fa = 0.440 0.750 Total Force @ Section lbs= 632.2 1,065.2 Moment.. ..Actual ft-#= 840.2 2,504.3 Moment Allowable ft-#= 1,908.6 3,339.7 Shear Actual psi= 10.0 9.9 Shear Allowable psi = 51.6 51.6 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 24.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Mssonrv D3t3 fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes 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 21.48 1.333 1.333 in= 7.60 11.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E, ORCO BLOCK CO RIVERSIDE, CA. Title ; muroya 5'4" retain 2 to 1 cond Job* : ...New... Dsgnr: tsm Description.... 5'-4" retaining w/ 2 to 1 backfill w/ 25h seismic Page: Date: FEB21.2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = = = fc = 2,500psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 = @ 0.75ft 3.50 4.25 12.00 in 12.00 in 21.00 in 3.25ft 60,000 psi 1 50.00 pcf 0.0018 Btm.= 3.00 in Factored Pressure Mu1 : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3,226 = 1,425 145 1,279 18.38 75.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 470 ft-# 4,458 ft-# 3,989 ft-# 19.57 psi 75.00 psi 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@ 46.25 in, #9@ 4 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Item Ibs Heel Active Pressure =' 1,436.4 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 355.0 Load @ Stem Above Soil = ft 2.53 0.50 4.50 RESISTING Moment Force ft-# Ibs 3,629.3 Soil Over Heel = 1,532.4 Sloped Soil Over Heel = 179.7 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 1 ,597.5 * Axial Live Load on Stem = Soil Over Toe = 43.1 Distance ft 3.00 3.42 0.38 Momentn-# 4,597.1 613.9 16.2 Total = 1,791.4 O.T.M. = 5,226.8 Resisting/Overturning Ratio = 1.60 Vertical Loads used for Soil Pressure = 3,290.6 Ibs Vertical component of active pressure NOT used for soil pressure Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weigh! = Key Weight Vert. Component = Total = 507.7 127.7 637.5 262.5 1.16 1.58 2.13 3.75 3,290.6 Ibs R.M.= 591.4 202.1 1,354.7 984.4 8,359.8 1 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title murova 6'0" retain 2 to 1 cond Paae: Job# ; ...New... Dsgnr: tsm Description.... Date: FEB21.2011 6'-0" retaining w/ 2 to 1 backfill w/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Criteria Retained Height 6.00 ft Wall height above soil = 0.00ft Slope Behind Wall 2.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0ft Cantilevered Retaining Wai! Design | Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 1 = 2,9( 0 psf Method 50.0 psf/ft 0.0 psf/ft 350.0 psf/ft = 115.00pcf = 115.00 pcf 0.350 6.00 in Code: AASHTO LRFD Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load .resultant ecc. Thumbnail J Lateral Load Applied to Stem | Adjacent Footing Load 1.57 OK 1.57 OK 4,103 Ibs 16.18 in Added Force Req'd ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E AASHTO LRFD 1.300 2.170 1.690 1.300 1.000 Late ra I Load b £. i £ »*i ...Height to Top /t- i r-=i ..Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 4500#/ft4.50ft 3.50ft 1.00 0.0 psf J Stem Construction | TOP stem Soil Pressure @ Toe = 2,665 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,731 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 21.8 psi OK Footing Shear @ Heel = 24.7 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,256.3 Ibs less 100% Passive Force = - 2,100.0 Ibs less 100% Friction Force = - 1,436.0 Ibs 0.0 Ibs OK 0.0 Ibs OK Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 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 Moment... .Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = Stem OK Bar Lap/Embft = = = = = = = lbs = ft-# = ft-# = psi = psi = psf = in = in = in = 2.67 Masonry 8.00 # 4 16.00 Edge 0.475 727.2 906.2 1,908.6 11.5 51.6 780 525 24.00 24,00 0.00 Masonry 12.00 # 5 16.00 Edge 0.707 1,350.0 3,600.0 5,092.6 12.5 51.6 124.0 9.00 30.00 9.89 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 1.333 1.333 in= 7.60 11.60 = Medium Weight = ASD psi = psi = TIM MALI-IS P.E. ORCQ BLOCK CO RIVERSIDE, CA. Title : muroya 6'0" retain 2 to 1 cond Job # ; ...New... Dsgnr: tsm Description.... 6'-0" retaining w/ 2 to 1 backfill w/ 25h seismic Page: Date: FEB21.2011 This Wall in File: C:\Documents and Settings\TMALLIS\My Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration*: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: AASHTO LRFD 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 = @ 0.75ft 4.00 4.75 12.00 in 12.00 in 24.00 in 3.75ft 60,000 psi 150.00pcf 0.0018 Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3,731 1 ,664 145 1,518 21.83 75.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 795 ft-# 6,935 ft-# 6,140ft-# 24.74 psi 75.00 psi 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@ 46.25 in, #9@ 4 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Item Ibs Heel Active Pressure = 1 ,806.3 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 450.0 Load @ Stem Above Soil = ft 2.83 0.50 5.00 RESISTINGMoment Force ft-# ' Ibs 5,117.7 Soil Over Heel = 2,070.0 Sloped Soil Over Heel = 258.8 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 2,250.0 * Axial Live Load on Stem = Soil Over Toe = 43.1 Distance ft 3.25 3.75 0.38 Moment ft-# 6,727.5 970.3 16.2 Total O.T.M. = 7,367.7 = 1.57 4,102.8 Ibs Vertical component of active pressure NOT used for soil pressure = 2,256.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = 590.8 127.7 712.5 300.0 1.18 1.58 2.38 4.25 4,102.8 Ibs R.M.= 695.2 202.1 1,692.2 1,275.0 11,578.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALL1S P.E. ORCQ BLOCK CO RIVERSIDE, CA. Retain Pro 9 © 1989 - 2011 Ver: 9 Registration #: RP-1194015 Licensed to: ORCO Block Criteria Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 20 8155 RP9.20 . . - 8.00ft 0.00ft 2.00 : 1 6.00 in 0.0 ft Title muroya 8'0" Job# . ...New... Description.... 8'-0" retaining v This Wall in F retain 2 to 1 cond Paqe Dsgnr. tsm Date: FEB 21,2011 v/ 2 to 1 backfill le: C:\Documents and Settings\TMALLIS\My I Cantilevered Retaining Wall Design Code. CBC 2010 Soil Data 1 Allow Soil Bearing = 3,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 50.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 11 5. 00 pcf Footing||Soil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning 1.51 OK Sliding 1.62 OK Total Bearing Load = 6,878 Ibs ...resultant ecc. = 22.19 in Soil Pressure @ Toe = 3,594 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 3,600 psf Soil Pressure Less Than Allowable Thumbnail I Lateral Load Applied to Stem | Adjacent Footing Load ACI Factored (3 ACI Factored (g Footing Shear i Footing Shear I Allowable [Toe = > Heel a Heel = 5,032 psf 0 psf 39.9 psi OK 43.0 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 Lateral Load b £i $ VH «L 800.0 #/ft ...Height to Top (^ 2-C^l 6.50ft ...Height to Bottom 5.50ft The above lateral load has been increased 1.00by a factor of Wind on Exposed Stem = 0.0 psf 3,894.1 Ibs 3,904.7 Ibs 2,407.4 Ibs 0.0 Ibs OK 0.0 Ibs OK Stem Construction Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 ft =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 Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = Top Stem Stem OK Bar Lap/Emb 4.67 0.00 Masonry Masonry 8.00 12.00 #4 #6 16.00 8.00 Edge Edge - lbs = ft-# = ft-# = psi = psi = psf = in = in = in = 0.719 1,077.2 1,371.7 1,908.6 17.1 51.6 78.0 5.25 24.00 24.00 0.984 2,400.0 9,066.7 9,218.4 22.2 51.6 124.0 9.00 54.00 12.60 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting psi = psi = 1,500 24,000 Yes 1,500 24,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wmd,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 in= 7.60 11.60 = Medium Weight = ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 8'0" retain 2 to 1 cond Job # : ...New... Dsgnr: tsm Description.... 8'-0" retaining w/ 2 to 1 backfill Page: Date: FEE 21,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 1.00ft 5.25 6.25 12.00 in 12.00 in 39.00 in 5.25ft 60,000 psi 150.00pcf 0.0018 Btm.= 3.00 in Factored Pressure Mu1 : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = Toe 5,032 3,503 227 3,276 39.93 75.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 1,964 ft-# 1 7,227 ft-# 1 5,263 ft-# 42.97 psi 75.00 psi 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@ 6.50 in, #5@ 10.00 in, #6@ 14.00 in, #7@ 19.00 in, #8@ 25.00 in, #9@ 31 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTINGForce Distance Item Ibs Heel Active Pressure = 3,094.1 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 800.0 Load @ Stem Above Soil = ft 3.71 0.50 7.00 Moment Force ft-# Ibs 11,474.1 Soil Over Heel = 3,910.0 Sloped Soil Over Heel = 519.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 5,600.0 * Axial Live Load on Stem = Soil Over Toe = 57.5 Distance ft 4.13 4.83 0.50 Moment ft-# 16,128.8 2,509.9 28.8 Total = 3,894.1 O.T.M. = 17,074.1 Resisting/Overturning Ratio = 1.51 Vertical Loads used for Soil Pressure = 6,878.3 Ibs Vertical component of active pressure NOT used for soil pressure Surcharge Over Toe = Stem Weight(s) = 838.8 1.45 1,214.9 Earth @ Stem Transitions = 127.7 1.83 234.0 Footing Weight = 937.5 3.13 2,929.7 Key Weight = 487.5 5.75 2,803.1 Vert. Component = Total = 6,878.3 Ibs R.M.= 25,849.2 * Axial live load NOT included in tptal displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: