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• .. .. •• • • • • • • • • . . . . . . • •. • • • • •. ••• •• •• •. •• • ... . • •. • • • MICHAEL K. BROWN, E.E; : : : ••• '• 5346 E. Branchwood Dr., Boise, ID 83716 208-850-7542, mikebrown.se @grripil•com .•. .'. .: :" • •. .. • • • • • • .. . • •• • • • • • • • • • •• • • . • • • • ... • • ... • ... ... • • .. .. . • • • • . . ... ... •• • • • . • ... • FOUNDATION RETAINING WALL STRUCTURAL DESIGN CALCULATIONS LOT 8, TROY PARK PORTLAND, OR ENGR. JOB # FH14-16.01 iik-T204 °Dmss City of Tigard A • �, - • Plans B1/!'._'� D ate t (� • mit stil IA?? flff <qv lork REVISION z, ORE •�..� �c c1 T o ael K. Brown 2015.01.05 17:15:29-07'00' Approved plans shall be on job site. !EXPIRATION DATE: 1 2—31—1 5 l SiggINIBIF OFFICE COPY Prepared for: Fowler Home Design and Timberland Homes Date: 01-05-15 CI)j() (t) -�1 • .. •• •• • • • • .• A� • • . • (2) # 4 CONT. MIN @�kW;• • •: S� • •• •• •• •• •• •. • • ••• III - II- • s 11=III=III-1 t r .•. .: .•• ••• ••• •• •• • • • • • • •. ' t•4 1 I 1—III=1 I 1=1 I 1-111 • •• • • • •• •. . • •• • 1-1 I 1=1 I 1-1 I I=1 I I- ••• ••• ••• ••' ••• • • 111-111—III—III—I - .__._;.•i i—III—I I • • •.. • • .. .. _ � III-III • °- III • `• �iit��ii0 _ "H"BARS ••'Y ,i "' c 1-1/2"CL".4 12"WIDE (MIN) DRAIN ROCK UP TO _ '•''; � .Y�.r�.Yi. . 12"FROM T.O.W. DRAIN PIPE AT BOTTOM• - I -•T' •~1 ' V' BAR DOWELS v l= 1141 "F"BARS� ' - - � _ ;P0 0- CD __J W .,.. I • li . LU z = 1 4:0T— ': "'X"BARS m w ¢ :•I -P Iii . � . L. . . ., •t� � � I =T Ii > 'i � i�N .: i i. ' • �. .v v J . o• o . .v .•o Q •r'.r•:.•r v a• .r .r .r :•r •r : 7•- -• R. 311 i 1A.I,tVV.Vett.It.iV.I r�.I�.f 1 I if 1� CLR TYP. ` ` .L• =1,4414 = 6 COMPACTED GRAVEL #4 CONT.TYP B W Cantilevered Retaining Wall Schedule Generic Retaining Wall For Standard Practice Values H(Ft) W A B _ D "V"Bars "H"Bars "F'Bars "k'Bars Lap Length L Dowel Heg th off 5'-0" 4'-3" 8" 0" 1'-0" #5 @18"o.c. #5 @18'o.c. •5 @18"o.c. #5 @18"o.c. 6-0" 5'-0" 0'-8" 0'-3" 1'-0" #5 @14" #5 @14" #5 @14" #5@14• 1'-0" 6'-0" 0'-8" 0'-6" 1'-0" #5@8•o.c. #5 @12"o.c. #5@12"o.c. #5 @12"o.c. 8'-0" 6-9" 0'-8" 0'-9" 12 #5 @1o"o.c. #5 @12"o.c. #5@12"o.c. #5 @12"o.c. 2-8" 39" 9'-0" 8'-0" 0'-10" 1'-3" 1'-0" #5@1o"o.c. #5 @12"o.c. #5@12•o.c. #5 @12•0.c. 2'-8• 39' 10'-0" 8'-9" 0'-10" 1'-6" 1'-2" #5 @7,5"o.c. tit 5 @12•o.c. #5 @12"o.c. #5@12"o.c. 2'-8" 39" Notes: 1. Design values are based on Standard Practice Values: 2. Allowable Soil Bearing=1,500 psf,Passive=250 psI/ft,Friction=.4,E.F.P.=40 psi/ft 3. Footing and Wall Pc=2,500 psI @ 28 days,Fy=60 ksi 4. Geotech to verify by site observation and sign off on retaining wall design assumptions prior to concrete pour as per soils report and jurisdictional requirements. Geotech site visit reports to be copied to Core Engineering. 5. If no"T"bars are shown and no dimension is shown in the table above for Dowel Height OH,extend the V bar dowel from the footing to the top of the wall. CANTILEVERED RETAINING WALL (7) SCALE: N.T.S. .• •. •• • • • • •• Use menu item Settings> Printing&Title Block Title 5'1•riatl. •. . . , , ' . -age: to set these five lines of information Job# • •.. • • Dsgnr• DNS • • Datg: •20 JUN 2012 for your program. Description.,. , 9. 9. • • • ••• 5'-0"retained This Wall in File:g:\structural projects\pjojec \7.012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • •• • License:KW-06059393 Cantilevered Retaining Wall Dgsijr :' Code :BG.24:AA(.I 31$6-1 8,ACI 530-08 License To: CORE ENGINEERING • • • • • • • • • • Criteria 1 [Soil Data I Retained Height = 5.00 ft Allow Soil Bearin g = 1,500.0 p sf•.' •.• •• `,°"• • _. Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft. •• • •• •• • • Slope Behind Wall = 0.00: 1 = • ••• • • • • •• Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I r Lateral Load Applied to Stem ` I Adjacent Footing Load t Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [ Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.52 OK Wall Material Above"Ht" = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,365 psf OK = . Soil Pressure @ Heel = 189 psf OK Total +fa/Fa 0.1.8 1,500 psf Total Force @ Section Ibs= 801.8 Allowable = sf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 706.4 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data -- ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data - - - - fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 • •• •• •• • • • • •• Use menu Item Settings> Printing&Title Block Title : 5'3"3R/iL• .•• . . • • : • • Wage: to set these five lines of information Job# : ••• • Dsgr•DNS : ; Date: :20 JUN 2012 for your program. Description.. • • • • • • •• 5'-0"retained This Wall in Fjje:g:t stnipturalprojects4ojertaV012 projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • •• • License:KW-06059393 Cantilevered Retaining Wall Di#stgv:' Coae:aBC'2O ,Adl3V-98,ACI 530-08 License To: CORE ENGINEERING • • • • • •• • •• •• • --- . •.• • Footing Dimensions&Strength Footing Design Results Toe Width = 0.00 ft Toe •• eel.• . • •• •• Heel Width = 4.25 Factored Pressure = 1,638 : 2271isf:•• ••• •• • • Total Footing Width = 4.25 Mu':Upward = 0 • Oft-# • Footing Thickness = 12.00 in Mu':Downward = 0 • 41114 • Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments U OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 1,970.8 Surcharge Over Toe = Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= = = Footing Weighs = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •• • • • • •• Use menu item Settings>Printing&Title Block Title : 5V'=M1litokitttstisrbic: ' . . • • gage: to set these five lines of information Job# : ••• • ' Dsgr•DNS ' •• Date: X20 JUN 2012 for your program. Description... • . • • • • .. 5'-0"retained with seismic This Will in Fjje:g:lstryptural_projects\�ojer�s1Z012 projects\b1 RetainPro 10 (c)1987-2011. Build 10.12.1.13 • • •• • • • • • • License:KW-06059393 Cantilevered Retaining Wall D*stgu• CodelBC' J00,ACI 3' - 8,ACI 530-08 License To:CORE ENGINEERING • • • • • • • • •• • _ ••. • Criteria Soil Data Retained Height = 5.00 ft g p ••• .• •• • •• • Allow SoilBearin 1,995.0 sf • • • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • • •Heel Active Pressure = 35.0 psf/ft• '• • Slope Behind Wall = 0.00: 1 = • ••• • • • • •• Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem A !Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footing Type 1 by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in rEarth Pressure Seismic Load ill Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs • •• •• •• • • • • Use menu item Settings> Printing&Title Block Title : 5'-0;t+ all ifh sm'i& I. • ••. . •Page: to set these five lines of information Job# • ••• •• 9sgnr :•INNS : : Date:: 40 JUN 2012 for your program. Description..... • • • • • • •• 5'-0"retained with seismic This Wallin File,g:\structyral projects\prgiects,PAy2 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • •• • License:KW-06059393 Cantilevered Retaining Wall Delicn..•Cdde: laCeh09,•AC1.318.a&AC! 530-08 ` License To:CORE ENGINEERING • • • • • •• • • • • . • ••• • PDesign Summary ' I Stem Construction 1 Top Stem Sten/QK ..• • • .. .. Wall Stability Ratios Design Height Above Ftc ft= 0.80 • Overturning = 2.55 OK Wall Material Above"Ht" = Concree . a.. •.• •. • • Sliding = 1.13 Ratio< 1.5! Thickness = 810 •• Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 10.64 in Rebar Placed at = Center Soil Pressure @ Toe = 1,777 psf OK Design Data fb/FB+fa/Fa = 0.712 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 1,175.9 Allowable = 1,995 psf Moment....Actual ft-#= 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 16.67 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,021.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Footing Width = 4.25 Mu': Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd, Mu<S'Fr Heel:Not req'd, Mu<S*Fr Key: No key defined • •• •• •• • . • . •• Use menu item Settings>Printing&Title Block • i • • • • • Page: 9 Title 5'-�'1�lal�with seismic • • • • • g to set these five lines of information Job* : :6: : :Dsgnt.pNS : : Dates :0 JUN 2012 for your program. Description... • • • • • • •• 5'-0"retained with seismic This Wallin File:g:\strucaural projects\project& I12 projects)131 RetainPro 10 (e)1987-2011, Build 10.12.1.13 • • .• License:KW-06059393 Cantilevered Retaining Wall De€iin•. COdr Ieo2009,ACt31$-01,ACI 530-08•• License To:CORE ENGINEERING • ••• • • •.• • Summary of Overturning &Resisting Forces&Moments U OVERTURNING • • • • •• S N • ..• Force Distance Moment • • FpiPe••• co Moment Item lbs ft ft-# • • •lI • • • •ft• • ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 157.6 3.60 567.3 Soil Over Toe = 1,970.8 Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe = Total 1,021.1 O.T.M. 2,645.7 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= = = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 2.55 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •. •• •• • • • • •• • • •• • • Use menu item Settings>Printing&Title Block Title : C-0:Vljall •• • • • • • •Page: to set these five lines of information Job# • •••• : : Dsrrl DNS; • Dite:: 20 JUN 2012 for your program. Description.... • • • • • •• 6•-0"retained This VII intile:g:1strycturalprojectslproja2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • •. . License:KW-06059393 Cantilevered Retaining Wall Cxesigd• •Code: IaQ0b9,,4C1 ;18•08,ACI 530-08 ' License To:CORE ENGINEERING • • • • • • • • • • .�. • • ••• • Criteria I Soil Data • Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psi• •i• ••• • e••• • • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method ••• • •• • • Heel Active Pressure = 35.0 psf/R • • • • • • • • Slope Behind Wall = 0.00: 1 = • ••• • • • • •• Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in , Surcharge Loads A Lateral Load Applied to Stem 1 Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footin T Axial Load Applied to Stem 1 by a factor of g ype Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I PStem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.63 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 6.34 in Rebar Placed at = Center Soil Pressure @ Toe = 1,391 psf OK Design Data - Soil Pressure @ Heel = 312 psf OK fb/FB+fa/Fa = 0.541 1,500 psf Total Force @ Section lbs= 1,130.2 Allowable = Moment....Actual ft-#= 2,382.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 374 psf Shear Actual psi= 23.5 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.65 LAP SPLICE IF BELOW in= Lateral Sliding Force = 946.6 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,490.4 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • •• •• •• • • • • •.•Use menu item Settings>Printing&Title Block Title : d"-0.tll0• •• • • • • • • • Page: , to set these five lines of information Job# • ••• • • Dsa% DNS: : D3te: 20 JUN 2012 for your program. Description.... • • • • • •• 6'-0"retained This\/ all in Bile:g:\stCyctural projectsl,projeot912012 projects\I31 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • •• License:KW-06059393 Cantilevered Retaining Wall liedigg' 'code: 1Ct.20o9,�4C1 31�08,ACI 530-08 • License To:CORE ENGINEERING •• •• • • • •• • • ••• . ... . • ••• • Footing Dimensions&Strengths 111 Footing Design Results Toe Width = "' • • " •• 0.25 ft Toe � Heef Heel Width = _ 4.75 Factored Pressure = 1,670 :77154.. ..• •• • • Total Footing Width = 5.00 Mu':Upward = 51 • 1t-#'• • Footing Thickness = 12.00 in Mu':Downward = 6 5 34 4 Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces&Moments U OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe = 2,695.0 Surcharge Over Toe = Total 946.6 O.T.M. 2 312,7 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= _ = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: r Use menu item Settings>Printing&Title Block Title : 5'-0"'JNail,*ith.seisrnic ,Page: to set these five lines of information Job# • . .. . , Dsgiir! DNS Date: :20 JUN 2012 for your program. Description;.. • . 5'-0"retained with seismic This Wall in Fipe:g:\structural projects\pEojec2W,,012 projects\bl RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall DHslgn,'' Core:ABC 2009,AG1 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria [Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf' ., Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method , Heel Active Pressure = 35.0 psf/ft.. Slope Behind Wall = 0.00: 1 = ' Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ‘ L Lateral Load Applied to Stern t Adjacent Footing Load A Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied has been increased 1.00 Footing Type pp to Stem ` by a factor of Base Above/Below Soil • = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load A Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 0 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs i • •• •• •• • • . • •• •. . • • • • • • • • Use menu item Settings> Printing&Title Block Title : 6'-01411141111 selemic. . • • •P e: to set these five lines of information Job# : ••••• •• gsgnr::t s : :Date: :2;JUN N 2012 for your program. Description.... • • • • • • • •• 6'-0"retained with seismic This Wall 4 Filer:\structLgal projects\projects\aa1Q projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• License:KW-06059393 Cantilevered Retaining Wall Desigia ••uode:•)Bt 2r000,ACI 11818,V1530-08 License To: CORE ENGINEERING • • • • • • • ••• • • ••• • [Criteria - [Soil Data 1 Allow Soil Bearing = 1,995.0 psf • •• • •• • Retained Height = 6.00 ft 9 P • •• • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • ••• ••• •• • • Heel Active Pressure = 35.0 psf/ft • •:• • . Slope Behind Wall = 0.00: 1 = IlLim Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingljSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' 1 Lateral Load Applied to Stem 1 rAdjacent Footing Load 0 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing T Axial Load Applied to Stem g by a factor of yP e Base Above/Below Soil Axial Dead Load = 0.0 lbs __ 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs • •• •• •• • . . . .. Use menu item Settings> Printing&Title Block Title 4-0•Vl tl with,seismic • • • • Page: to set these five lines of information Job# • ••••• •• • Ds��r, DNS: : Date. 20 JUN 2012• for your program. Description+.... • • • • • •• 6'-0"retained with seismic This Vll in File:g:\strjcturaiprojectstiprojac142012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• ,.t •. •• • • • • • • •• License:KW-06059393 Cantilevered Retaining Wall L e9lg'n Code. I13C2009,TI 3•'18;08,ACI 530-08 ' License To: CORE ENGINEERING • • • • • ••• • ••• • • ••• • Design Summary I Stem Construction I-Top Stem 3biro04•• • • •• •• Wall Stability Ratios Design Height Above Ftc ft= •.0.00: . Overturning = 2.68 OK Wall Material Above"Ht" = Concrete• ••• ••• •• • • Sliding = 1.11 Ratio< 1.5! Thickness = :8.00:• • • Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Soil Pressure @ Toe = 1,802 psf OK Design Data Soil Pressure @ Heel = 0 psf OK +fa/Fa = 0.913 Allowable = 1 995 Tottal al Force @ Section lbs= 1,612.1 psf Moment....Actual ft-#= 4,026.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,163 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 0 psf Shear Actual psi= 29.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.38 Lateral Sliding Force = 1,346.8 lbs LAP SPLICE IF BELOW in= less 100% Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 7.39 less 100% Friction Force = - 1,490.4 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 529.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 I Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu': Upward = 66 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 6 534 ft-# Mu: Design = 61 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu<S*Fr Heel: Not req'd, Mu<S'Fr Key: No key defined • •• •• •• • • . • •• Use menu item Settings>Printing&Title Block Title : 6'-4 *ad with seismc• • • • • Page: I to set these five lines of Information Job* • 1.0•: : •Dsgrit•,DNS : : Date; 10 JUN 2012 for your program. Description..• • • • • • • •• 6'-0"retained with seismic This Wag in Fil':g:lstrucjural projects 1project& 12 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • • ' ' ' ` . License:KW-06059393 Cantilevered Retaining Wall De6iin. •••Code: Ic 09,ACi31�-0¢,ACI530-08 ' License To:CORE ENGINEERING • • • • • • . •.. • • ••• • Summary of Overturning&Resisting Forces&Moments OVERTURNING ! • • • • SIINPa..:. Force Distance Moment : ,, ?me, • i taco Moment Item lbs ft ft4 • • •Ibs • • • •ft• • ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 214.5 4.20 900.8 Soil Over Toe = 2,695.0 Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe = Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.68 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title • 7/-011 WeN •• • • • • • • to set these five lines of information Job# : ••• • • •• • • • •Page: • • • • Dsgnra DNS• • Date,:• 20 JUN 2012 for your program. Description...! • • • • • •• 7'-0"retained This Wall in wile:gAstrieicturaF orojectsrproj?2012 projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 _ • License:KW-06059393 Cantilevered Retaining Wall c e /ign Cgde:l C009,4C1 4I8;08,AC1 530-08 ' License To:CORE ENGINEERING • ••• • • ••• • Criteria I Soil Data 1 _ g g = Equivalent g Fluid Pressure Method • •:• • •• • 1,500.0 psf • • • • • .• • Retained Height = 7.00 ft Bearing p • • • • • • Wall height above soil - 0.50 ft Heel Active Pressure = 35.0 sf/ • • • • • • • Slope Behind Wall = 0.00: 1 = p •+• • • • • Ai. Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in [Surcharge Loads 1 Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in I Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem I has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I _Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center Soil Pressure©Toe = 1,383 psf OK Design Data - fb/FB+fa/Fa = 0.512 Soil Pressure @ Heel = 472 psf OK Total Force @ Section Ibs= 1,514.5 Allowable = 1,500 psf Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,660 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 566 psf Shear Actual psi= 31.6 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 1,221.8 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,947.8 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc Seismic,E 1.000 psi= 2,500.0 Fy psi= 60,000.0 f • •• ••• ••• • •• •• •• •••• • • • • • -0 Use menu item Settings>Printing&Title Block Title : 7' "Wail •• •• • • • • to set these five lines of Information Job# • ••• •• D:gnr: :NIS : :Date: •20UUN 2012•• for your program. Description.... • • • • • • • • 7-0"retained This Wall ir>,File:y:\structur+el projects\proletts\2UI!projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 : : ';• • . ; •do- • • •• License:KW-06059393 Cantilevered Retaining Wall Desigr>j . ode:tel 2Q01,ACI 338-c ,4Cl 530-08 • • • License To:CORE ENGINEERING • • •• • • ••• • rFooting Dimensions&Strengths t Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 1,660 516 psf• ••• ••• •• • • Total Footing Width = 6.00 Mu':Upward = 204 23 ft :. • • Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 181 748 ft4 Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S*Fr Key: No key defined _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= •Axial Live Load on Stem = = Soil Over Toe = 3,721.7 Surcharge Over Toe = Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •. •• I. • • • • •• . . • • • • • • • • •• • • Use menu item Settings>Printing&Title Block Title • 7Z 411 wi4eis iE • • • :Page: to set these five lines of information Job# . :•: • • Dsgnr• DNS. • Dale:• 20 JUN 2012 for your program. Descriptions...• • • • • • •• 7-0"retained with seismic This WBII in hile:g:lstru ctura Iproject�l�rojelftsr2012 projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 - -- License:KW-06059393 Cantilevered Retaining Wall Devgrc Cctie;lE:C:009,Arl 3:8138,ACl 530-08 License To:CORE ENGINEERING Criteria I [Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf: • •• • ._• • • • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • .•• • •• • • Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft •:. ... ; ; ; ••• Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf Footing11Soil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem ` [Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem —1 has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load A Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 0 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs i • •• •• •• • • • • •• Use menu item Settings>Printing&Title Block Title • 7'-0"Wall$ItI sOitliic,• • • • • Pager • to set these five lines of information Job# • ••. Dsgnr:•DNS'•• Date: 20 J N 012• for your program. Description.... • • • • • • • •• 7'-0"retained with seismic This Wall in File:g:\structural proy*ctslpfojects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • :. License:KW-06059393 Cantilevered Retaining Wall Design : Cod41BC 20Ot,Ad1.3'�'8-01,AOi 580-08 ' License To:CORE ENGINEERING • • • •• • •• • '• • • • ••• • Design Summary -11 _Stem Construction I Top Stem _ StemOK ..• ••• • • •• •• Wall Stability Ratios Design Height Above Ftc ft= 0.00 • • Overturning = 3.01 OK Wall •Material Above"Ht" = Concrete : • .. .. .. • • • • •• Use menu item Settings>Printing&Title Block Title : 7'-O' $ll3viQyseisiti<ic • • • • PIS to set these five lines of information Job# • ••0. • Dsanr: OR§ : ,late: J 1JN 2012 for your program. Description.... . • • • • • • •• 7'-0"retained with seismic This Wall in File:gIstructura‘projests\projeG612001 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • ' - • • •• License:KW-06059393 Cantilevered Retaining Wall Desidt : L'o'de: IdC OO�,ACI 31g-08:A§I 530-08 - License To:CORE ENGINEERING • • • • • •• • -. • • ••• • L Summary of Overturning &Resisting Forces&Moments I OVERTURNING -• • •..sRl!SI Force Distance Moment • or . ;.8isrAnce. Moment Item lbs ft ft-# . 3• Ibs• • • • ft • • • ft-# • •••- ♦ -. L • • •• Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= •Axial Live Load on Stem = Seismic Earth Load = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7 Seismic Stem Self Wt = 300.0 4.75 1,425.0 Surcharge Over Toe = Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 3.01 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 If seismic included the min.OTM and sliding •Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •• • • • • •• Use menu item Settings>Printing&Title Block Title : 8'-0" A II• ••• •.• . . • • • • Pege to set these five lines of information Job# • ••• • DsQnr: I:II§ : late: . JN 2012 for your program. Description.... . . . • • • • •• 8'-0"retained This Wall in File:glstructura6proje‘ts\projects12041.projectslb1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • . .. ;. License:KW-06059393 Cantilevered Retaining Wall Design : L fde'l�C 5-OG�,ACI 318-08�A11 530-08 ' License To:CORE ENGINEERING • • • • • •• • '• + • ___ •. . ••• • Criteria I Soil Data I Allow Soil = 1,500.0 psf . • • • • • • • • Retained Height = 8.00 ft Bearing = P � • •�• • �• •• Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft • Heel Active Pressure =_ 35.0 psf/ft • • • •• • •• • Slope Behind Wall = 0.00: 1 = • ••• Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in [Surcharge Loads 0 Lateral Load Applied to Stem I [Adjacent Footing Load i Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem \ has been increased by a factor of 1.00 Footing Type Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in [Design Summary A _ Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 5.74 in Rebar Placed at = Edge Toe = 1,430 psf OK Design Data Soil Pressure @ 4 P fb/FB+fa/Fa = 0.564 Soil Pressure @Heel = 576 psf OK Total Force @ Section lbs= 1,954.9 Allowable = 1,500 psf Moment....Actual ft-#= 5,430.3 1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,715 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 691 psf Shear Actual psi= 26.3 Footing Shear @ Toe = 0.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.20 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,532.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,369.2 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 Pc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • •• •• •• • • • • •• Use menu item Settings>Printing&Title Block Title • 8'-0"Wall • •• •• •• • •• • •Page:• • to set these five lines of information Job# • •••'D'gnr: :DNS: • Dale.: 20 JU J�2 for your program. Description.... • • • • • • • •• 8'-0"retained This Wall in File:g:\strurjural projects\projects120$2 projetts1b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• - -• • • •• License:KW-06059393 Cantilevered Retaining Wall Design :C'ode: 2b09AEl g18-08 fC;S°0-08 ' License To:CORE ENGINEERING ••• ••• •• •• ••• • Footing Dimensions&Strengths Footing Design Results Toe Width = 0.75 ft Toe Heel ••• ••• • • •• •• Heel Width = 6.00 Factored Pressure = 1,715 691 psf: : :•• ••• •• • • Total Footing Width = 6.75 Mu':Upward = 472 0 ft-#: •:a „ • Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 421 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined _ Summary of Overturning &Resisting Forces&Moments M OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 4,693.3 Surcharge Over Toe = Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= _ = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •• • • • • •• • • • • • • • • • • •gS Use menu item Settings>Printing&Title Block Title : 8'-0"UV�all�n+it i.seisriiic • • • • P to set these five lines of information Job* • :•: : DsSnr: I=I,S • Mete: 20.J.JN 2012 for your program. Description.... • • • • • • • 8'-0"retained with seismic This Wall in File:g:lstructural.projed`projects\20120rojects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • •• .' • • • • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design • 4ode:• •IE ?049,PCI 310-0g;Al;I 530-08 ' License To:CORE ENGINEERING • • • • ••• • ••• • Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf • • • • • • • • • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • • ••• •• • • Heel Active Pressure = 35.0 psf/ft ' ••• • Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem A Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft I has been increased 1.00 Footing Type Axial Load Applied to Stem by a factor of g T yp Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 242.9 lbs • •• •• •• • • • • •• • • • • • • • • • •• • • • Use menu item Settings>Printing&Title Block Title : 8'-0"Wall vaitlrgeisrnit • • • • Pa�e to set these five lines of information Job# • ••• Ds • . •• gar: DL . 'Date: 2P�1lN 2012 for your program. Description.... • • • • • • • • 8'-0"retained with seismic This Wall in File:g:\structural erojectt\projecA201rofojects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • •• •• • • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Desigl • (4de: IBC 40 ,4 l 31408,&CCC530-08 License To:CORE ENGINEERING • 000 • • 000 • F Design Summary 11 [Stem Construction Top Stem StemOK••• ••• • • "--.. Wall Stability Ratios Design Height Above Ftc ft= 0.00 • • • Overturning = 3.06 OK Wall Material Above"Ht" = Concrete • • *•• ' . •• • • Sliding = 1.11 Ratio<1.5! Thickness = 8.00 • ••• • • Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,850 psf OK fb/FB+fa/Fa = 0.911 Soil Pressure @ Heel = 156 psf OK Total Force @ Section lbs= 2,689.5 Allowable = 1,995 psf Moment....Actual ft-#= 8,769.3 Soil Pressure Less Than Allowable Moment Allowable = 9,623.1 ACI Factored©Toe = 2,219 psf ACI Factored @ Heel = 187 psf Shear Actual psi= 30.9 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Gales (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32 Lateral Sliding Force = 2,129.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 7.84 less 100%Friction Force = - 2,369.2 Ibs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 [Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,219 187 psf Total Footing Width = 6.75 Mu':Upward = 603 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 552 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined f .. .. • . . . . ..• Use menu item Settings>Printing&Title Block Title : 8'-0"Wawi�fsei$ is :. • • PjrgC to set these five lines of information Job# • ••ll�. • Dstnr: I;N,t •'Cate: 30•JUN 2012 for your program. Description.... • • • 8'-0"retained with seismic This Wall in bile:Vstructural'pfojetslprojes16\2032 projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 ; • •• • • • • ; • • License:KW-06059393 Cantilevered Retaining Wall Desigp : (xde: lEt:049,ACl 31§-Mel 530-08 • License To:CORE ENGINEERING • •.• • • Summary of Overturning & Resisting Forces&Moments _ _ . .. •_• OVERTURNING ' / i• •....RE6 IIpc • Moment Force Distance Moment • force•• • s re • Item lbs ft ft-# ; •:Ids••• • • R • •• ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3 Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe = Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • • • ••• • • • . ••• • • • ; ; • • Use menu item Settings>Printing&Title Block Title : 9w0IWof ;' :•* : : : '.Page: to set these five lines of information Job* : • • • : Dsgpr:: DNS • Datt• 20 JUN 2012 for your program. Description'.. • • 9'-0"retained • ••• This Wall in f/e:g:\shalt irai projectsk»ojecl%\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 . • •• • • • -• • License:KW-06059393 Cantilevered Retaining Wall DP•sigrT: Code:3812009,P:1,31$•t?B,ACI 530-08 ' License To:CORE ENGINEERING • ••• • Criteria •. •. Soil Data • .•. • Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf • • ••• • .• • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • •• •. • • • •• Heel Active Pressure = 35.0 psf/ft • ••• • Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' ! Lateral Load Applied to Stem i [Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footin g by a factor of Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [ Stem Construction A Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.80 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Soil Pressure©Toe = 1,331 psf OK Design Data fb/FB+fa/Fa = o.see Soil Pressure Heel = 789 psf OK Total Force©Section lbs= 2,451.3 Allowable = 1,500 psf Moment....Actual ft-#= 7,628.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,598 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 947 psf Shear Actual psi= 24.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.76 Lateral Sliding Force = 1,877.3 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.03 less 100%Friction Force = - 2,968.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 I . •• .. .. • . • . .. • • • . . . . . . • • . .• Use menu item Settings>Printing&Title Block Title : 9'-0"Way• •• •• ••• • •gg to set these five lines of information Job# • . . . Dsinr: Dn •.Date: JUN 2012 for your program. Description.... • • • 9'-0"retained I .•• This Wall in bile:estructur fgroj9Lrts\projects\2042 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 •• •• • •• •• •• - • • • License:KW-06059393 Cantilevered Retaining Wall Design •• %de: l :089,ACI 314-08?• i Cl 530-08 - License To:CORE ENGINEERING . eon • • • Footing Dimensions&Strengths— 1 L Footing Design Results 1 Toe Width = 1.25 ft Toe Heel' • • Heel Width = 6.75 Factored Pressure = 1,598 9477sf • ••• ••• •• Total Footing Width = 8.00 Mu':Upward = 1,222 0,ft-#..• • • Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,081 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.41 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 (0-r)Btm.= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S•Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= •Axial Live Load on Stem = = Soil Over Toe = 5,857.5 Surcharge Over Toe = Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 5.80 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu Item Settings>Printing&Title Block Title : 9'�0;"-W3]i with seisimx -Page: to set these five lines of information Job# : Dsg.nr: ,DNS Date. 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This W8Il in l ae:gAstcuCtwal pnojectsip^ojegs12012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Des'tgri Code:$BC 21l09,Ag;1,31'&08,ACI 530-08 License To:CORE ENGINEERING Criteria 1 [Soil Data y Allow Soil = 1,995.0 psf ; • Retained Height = 9.00 ft Bearing P . •. II , , Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • Heel Active Pressure = 35.0 psf/ft ,. Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in jr Surcharge Loads I _Lateral Load Applied to Stem ` !Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wnd on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs f • •• •• •• • • • . • • . . •• • • • • • • • . • • Use menu item Settings>Printing&Title Block Title • 10'-0"4Nall • ••• • ; • • • • •••••• • • • •• •• • • • • • • Use menu item Settings>Printing&Title Block Title : 1irs0i'Vrlall ' ;'• • • •••Page: to set these five lines of information Job# : : : : • Dsgtir:• DNS • Date: 20 JUN 2012 for your program. Description.... 10'-0"retained . • ••• • • • • • This Vyalirn File:g:lsti rcQJr ptojects=psojeo14412 projects\b1•RetainPro 10 (c)1987-2011, Build 10.12.1.13 • ■ •• • •• •• •' • • • License:KW-06059393 Cantilevered Retaining Wall Deligrl•• Coder¶BLS b09,t101.318!08,ACI530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths Footing Design Results 4 •••OO• Toe Width = 1.50 ft • ' • • . • • Wi Heel Width = 7.25 Factored Pressure = 1,733 x054 4•� ••• • • •' • • Total Footing Width = 8.75 Mu':Upward = 1,905 4 0.44 • • • • • •• Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 1,669 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.43 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments A OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 7,058.3 Surcharge Over Toe = Total 2,324.3 O.T.M. 8,916.0 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions= _ = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = Total= 10,158.8 lbs R.M.= 49,752.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • • • •• • •• •• •• •: •: • • • Use menu item Settings>Printing&Title Block Title : 9' ':A141twit$seismic • • : ''age: •to set these five lines of information Job# : • • • : Dsdr::DNS • Datt? 20 JUN 2012 for your program. Description'.. • • 9'-0"retained with seismic • ••• This Wallin He:g:lstrytyirai peojectsrp ojecU2012 projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • License:KW-06059393 Cantilevered Retaining Wall D�stri: Code:;BE�o09,gp318.O8,ACI530-08 License To:CORE ENGINEERING • ••• • Criteria A Soil Data 1, •• .• . ••. . .• Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf : • •• • •.• • • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method : : • •• . • • :.• Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft • ••• • Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i [Surcharge Loads 1 j Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs ••• •' • • • •• • • . •• Use menu item Settings>Printing&Title Block Title : 9' '�N4Itwite Seismic • • ; '.Page: to set these five lines of information Job# : • • • • DsgDr::DNS • Date! 20 JUN 2012 for your program. Description'.. • • ' 9'-0"retained with seismic • ..• This Wallin EIje:g:lstrytt.ira►pnojectsVpt!ojeU2012 projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • •-. • • • License:KW-06059393 Cantilevered Retaining Wall Dgsigrt: Cocre ZB&i009A .3148,ACI 530-08 License To:CORE ENGINEERING • ••• _Design Summary I [ Stem Construction Top stem • •• •• ste1rWFC • !' Wall Stability Ratios Design Height Above Ftc ft= MO • • ° ° °' • ' ' • Overturning = 3.39 OK Wall Material Above"Ht" = Concreete • ••• ••. .• .• 0 Sliding = 1.12 Ratio<1.5! Thickness = 10'00 "' ' ' • • • Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 10.57 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,760 psf OK Design Data Soil Pressure @ Heel = 360 psf OK Total T +fa/Fa = 0.970 Allowable = 1 995 Total Force @ Section lbs= 3,425.7 psf Moment....Actual ft-#= 12,581.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,113 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 432 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 10.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 22.70 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,654.3 lbs less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 8.26 less 100%Friction Force = - 2,968.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.600 Concrete Data Seismic,E 1.000 Fy psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths , Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd 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: No key defined •• •• •• • • • . •. • • •• Use menu item Settings>Printing&Title Block Title : 9'-S Wat§Withtisrrh� • • • Cage: to set these five lines of information Job# • . • . •Dsgr:: DNS •. Date,• 20 JUN 2012 for your program. Description..• • • 9'-0"retained with seismic This Wallin File:g:\strudryalegjects\project&2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 •• •• • • • • . • License:KW-06059393 Cantilevered Retaining Wall Deplane; Code: I$C:21.09,AC� 18 -Qa,ACI 530-08 License To:CORE ENGINEERING • ••. • • Summary of Overturning &Resisting Forces&Moments _ •• •• OVERTURNING • •• ..a.RESPETINQ...: Force Distance Moment • •• Fore••• =Rs;a e. Moment Item lbs ft ft-# •• •• •• 'lips • • • •ft •• ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: r • • •• •. • • • • • • • • • . . Use menu item Settings>Printing&Title Block Title : 10'-O'tiWell tfth sOi&mi4.. • • Pat: to set these five lines of information Job# : ••• • Dognr: :DIIS '• bate: � i JUN 2012 for your program. Description.... • • • 10'-0"retained with seismic This Wall inf ile:A\structycahprcai ggis\projels\2®12 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 ; ; •• • • • • - - • • License:KW-06059393 Cantilevered Retaining Wall Design •rode: I$C.'2404ACl i§,-0 CI 530-08 License To:CORE ENGINEERING . ••• • • Criteria I Soil Data I ..• ••• • • •• •• Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf • • • •_•• • • • • Equivalent Fluid Pressure Method • • • ••' •• Wall height above soil = 0.50 ft . • • • Heel Active Pressure = 35.0 psf/ft • •.• Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem lIl Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.389 Added seismic base force 545.8 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 0 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs I • ••• ••. •.• • •• •• •• •• . • • • • • • • • • • • • • Use menu item Settings> Printing&Title Block Title • 10'-O"Walt withpistil%6 • • •Page: to set these five lines of information Job# : • • • sgnr:• DNS ••• Date::A JUN 2012 for your program. Description....• • • • • • 10'-0"retained with seismic This Wall in File•g:\struct1 I pelvts\prQ}ctsllV2 projects\b1 Retain Pro 10 (c)1987-2011, Build 10.12.1.13 • S •• • • • • • • •' License:KW-06059393 Cantilevered Retaining Wall Des:g(l ••Code;l Z019,ACI 318-b8 P,CI 530-08 License To:CORE ENGINEERING • ••• • • ••• • Design Summary 1 Stem Construction Top Stem__ Stem • • • • • •• •• Wall Stability Ratios Design Height Above Ftc ft= 0.01 • Overturning = 3.32 OK Wall Material Above"Ht" = Concret: ••• ••• •• • • Sliding = 1.11 Ratio< 1.51 Thickness = 10.09 • • • • Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 11.42 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,919 psf OK Design Data/FB+fa/Fa 0.990 = Soil Pressure @ Heel = 403 psf OK 1 995 Total Force @ Section lbs= 4,145.2 Allowable = psf Moment....Actual ft-#= 16,806.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,303 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 484 psf Shear Actual psi= 35.9 Footing Shear @ Toe = 10.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18 LAP SPLICE IF BELOW in Lateral Sliding Force = 3,245.1 lbs HOOK EMBED INTO FIG in= 8.57 less 100%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors _ Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths 1 1 Footing Design Results 1 Toe Width = 1.50 ft Toe Heel Heel Width = 7.25 Factored Pressure = 2,303 484 psf Total Footing Width = 8.75 Mu':Upward = 2,474 0 ft-# Footing Thickness = 14.00 in Mu': Downward = 236 1,318 ft-# Mu: Design = 2,237 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.06 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu<S•Fr Heel: Not req'd,Mu<S*Fr Key: No key defined • •• •. •. • •• •• •• •• . . . • • • • • •• • S • • • Use menu item Settings>Printing&Title Block Title : 10'-O'�OfaO tvith�eisna•• • • :Page:• to set these five lines of Information Job# • • • • psgnr: QNS • Date:•/120 JUN 2012 for your program. Description..... • • _ 10'-0"retained with seismic This Wall 1=i •g:\strur�ar?I projects\psotectsfQ12 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• i 1• •' License:KW-06059393 Cantilevered Retaining Wall De4g2 ':Code: 149,AC 8- ACI 530-08 License To:CORE ENGINEERING • ••• • • Summary of Overturning &Resisting Forces&Moments _ _ •'• • • •• •• OVERTURNING . • • ..faIgp IIG:... Force Distance Moment . S FQft • • Vli§tonee• Moment Item lbs ft ft-# . ••• • • • R •• ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3 Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe = Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions= = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = Total= 10,158.8 lbs R.M.= 49,752.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overtuming ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: