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Specifications (21) ULU\C sLv ,03c\ -t- v<ia . OFFICE COPY LATERAL CALCULATIONS FOR TRACT 3 SW WALNUT PORTLAND, OREGON by RICHARD J. TURNER, P.E. DATE: 10/26/18 JOB NUMBER: R16550 EDPR F� 58949PE . 1 O'EGON �y1y/5 20°`h�� ARD J -cam`' EXP. DATE: 06-30-20 1 INDEX OF CALCULATIONS: PAGES DATE: 10/26/18 RETAINING WALL ANALYSIS AND DESIGN: 1 TO 7 { 1 NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. MAX SURCHARGE LOAD=100 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE ALLOWABLE SOIL BEARING PRESSURE=1500 PSF INSTALLING WOOD FLOOR COEFFICIENT OF FRICTION= .35 4. SHORE WALL BEFORE COMPACTING WITH PASSIVE SOIL PRESSURE 150 PSF BACKFILL. SEISMIC Kh=Sds/2.5(MONONOBE-OKABE) 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, PC = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.). Fy(STEEL) 60 KSI SOIL WEIGHT = 110 PCF FLOOR PER PLAN,PONY WALL AT SIM• ( P.T.SILL PLATE WITH Y2" J-TYPE BOLT,EMBED 7" MIN.INTO STEM WALL i i •d < it •v _ ` FREE-DRAINING MATERIAL 2"CLR. (COMPACTED BACKFILL,3/4" MINUS IN 8"LIFTS) WALL HORIZONTAL AND VERTICAL SI ° REINFORCING PER SCHEDULE ABOVE •0. � (VERTICAL BAR WITH STD.HOOK) m CONTINUOUS DRAIN BY REINFORCING TO MATCH a 4 OTHERS VERT.REINFORCING - eHEEL TOP REINFORCING e PER SCHEDULE a • —HEEL TOP HORIZONTAL 1-1 I _—I '•Q' REINFORCING PER SCHEDULE lII - . • w U A. ° • • °' 4' •i 4L,TZ L r� TOE BOTTOM HON. " FOOTING TO SIT ON REINFORCING PER COMPACTED V4"+ GRAVEL SCHEDULE / 'TOE' 'HEEL' RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF, WALL HOR,REINF. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. #44 1'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4(4 1'-6"O.C. #4 @ 1'-0"O.C. #4 @ 0'-8"O.C. #4 @ I'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-8"O.C. #4 @ 1'-0"O.C. #4 @ 0'-6"O.C. #4 @ 1'-0"O.C- #4 @ 1'-0"O.C. #4 @ 0'-6"O.C. #4 @ i'-0"O.C. 1 FOOTING SECTION S1.0 SCALE: 1"= 1'-0" • • Use menu item Settings>Printing&Title Block Title 4'-0"SEISMIC Page: to set these five tines of information Job# Dsgnr: Date: 24 AUG 2015 for your program. Description.... This Wall In File:H:\CAD 07 02 151RETAINING WALLS\RETAIN PRO CALCULATIONSIFREE STANDING\FS 2014 11 License (c) Build 11.15.6.22 Cantilevered Retaining Wall Design Code: 18C 2o12,ACI 318-11,ACI 530-11- License :tEW-06056589 License To:TURNER ENGINEERING AND DESIGN Griteria Soil Data • , • ' ,r ; Allow Soil Bearing = 2,000.0 psf . .� Retained Height 4.00 ft Equivalent Fluid Pressure Method =' Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psffft t, Slope Behind Wall • = 0.00 = " Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft • Water height over heel = 0.0 ft Soil Density,Heel - 110.00 pcf „ .` Soil Density,Toe = 0.00 pcf a; --:.- FootingliSoil Friction = 0.350 E_ �R _ fir•. Soil height to ignore - =;_ " for passive pressure = 12.00 in 1 Surcharge Loads A Lateral Load Applied to Stem 0 Ad}'scent Footing Load ...I Surcharge Over Heel = 50.0 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 II Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 In Used for Sliding.&Overturning ---�. --The-above lateral load --_-•- -- -----,. Walt to Ftg CL Dist---- ---- '0.00 ft -• Azul Load A lied to Stem 9 has been increased 1.00 • Footing Type Line Load p p a�.�i by a factor of Base Above/Below Sol = 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 (Service Level) Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 In Earth Pressure Seismic Load 0 •_Kae for seismic earth pressure = 0.561 Added seismic base force 217.3 lbs Ka for static earth pressure = 0.319 - Design Kh = 0.296 g Difference: Kae-Ka = 0.242 Using Mononobe-Okabe/Seed-Whitman procedure Design Summary I Stem Construction 11 Bottom Stem OK ' Wall Stability Ratios . Design Height Above FtE ft= 0.00 Overturning • = 3.39 OK Wail Material Above"Ht" = Concrete Sliding = 1.12 Ratio<1.50 Design Method - LRFD • Thickness - = 8.00 • Total Bearing Load = 2,197 lbs Rebar Size. _ # 4 ...resultant ecc. = 4.68 in Rebar Spacing - 12.00 Rebar Placed at = Edge Soil Pressure @ Toe = 802 psf OK Design Data Soil Pressure @ Heel = 232 psf OK {b/FB+fa/Fa = 0272 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,122 psf Strength Leve lbs= 880.2 • ACI Factored @ Heel = 325 psf Moment....Actual • Footing Shear @ Toe = 4.8 psi OK Service Level ft-ft= Footing Shear @ Heel = 8.9 psi OK Strength Lave ft-#= 1,482.9 Allowable = 82.2 psf Moment.....Allowable = 5,448.0 Sliding Calcs Shear...-.Actual . Lateral Sliding Force = 772.4 lbs . less 100%Passive Force= - 97.2 lbs Service Level psi= less 100%Friction Force = - 769.0 lbs Strength Leve psi= 11.7 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi= 82.2 ....for 1.5 Stability = 292.4 lbs NG Wall Weight psf= 100.0 - Rebar Depth 'd' in= 6.25 Masonry Data I'm psi= . Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' • _ NOT considered in the calculation of soil bearing Short Term Factor =. Equiv.Solid Thick. = Load Factors Masonry Block Type = Medium Weight Dead Load 1 Building Code IBC 2011.400.400 Masonry Design Method = ASD . Live Load 1.700 Concrete Data fc psi= 3,000.0 Earth,H 1.700 Fy .2„, psi= 60,000.0 Wind,W 1.300 Seismic,E 1.000 • i i Use menu item Settings>Printing&Titla Block Title 4'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 24 AUG2015 for your program. Description.... • This Wall in File:H:\CAD 07 021b1RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING 1FS 201411 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Footing Dimensions &Strengths Footing Design Results 0 .Toe Width = 1.00 ft Toe Heel Heel Width = 3.25 Factored Pressure = 1,122 325 psf Total Footing Width = 4.25 Mu':Upward = 530 1,624 ft-# Footing Thickness = 10.00 in Mu':Downward = 126 2,923 ft-# Mu: Design = 404 1,299 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.76 8.86 psi I Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd -Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd " Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @Bim= 3.00 in Toe: Not req'd:Mu<phi*5`lambda*sgrt(fc)*Sm • . Heel.:Not req'd:Mu<phi*51ambda*sgrt(fc)*Sm Key: No key defined Summary of Overt irnin &Resisting Forces &Moments OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 ieelA.ctivePressure = 467.2 1.61. 752.7 Soil Over Heel = 1,136.7 2.96 . 3,362.6 Surcharge over Heel = 87.9 2.42 212.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 129.2 2.96 382.1 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 = .217.3 2.90 630.2 Soil Over Toe = 0.50 = Surcharge Over Toe = Total 772.4 O.T.M. 1,595.3 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stern Transitions= _ = Footing Weight = 531.3 2.13 1,128.9 Resisting/Overturning Ratio = 3.39 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 2,197.1 lbs Vert.Component = Total= 2,197.1 lbs R.M.= 5,407.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT Included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. . Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt 1 ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.021 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. • I I , I i Use menu item Settings>Printing&Title Block Title 6'-0"SEISMIC Page: to set these five fines of information Job# Dsgnr: • Date: 24 AUG 2015 for your program. Description.... . This Wall in File:H:\CAD 07 02 15\RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 201411 RetainPro(c)1987-2015, Build 11.15.6.22 ` License:KW-06056589 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Criteria 1 Soil Data _ i _ a - Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf ¢¢ Wail height above soil = 0.00 ft Equivalent Fluid Pressure Method ;r 9Heel Active Pressure = 40.0 psftft X41. Slope Behind Wall = 0.00 ,..,;'-.;*411 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ftk, .. Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf • Soil Density,Toe = 110.00 pcf FootingljSoil Fricion = .0.350 • ,;,1�,, -, .; ,,;;,. Soil height to Ignore "t" . • for passive pressure = 12.00 in *.r!....-'7,- -- :: .1:4. ,:•: . Surcharge Loads 0 ,Lateral Load Applied to Stem 11 Adjacent Footing Load Surcharge Over Heel = 50.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in ... _ __. Used.forSliding&Overturning._.-_.. _ ..- The above lateral load ....... '---- -- Wall to Ftg-GL Dist - = 0.00 ft •• Axial Load Applied to Stem ihas 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 Stern= 0.0 psf at Back of Wail - 0.0 ft Axial Live Load = 0.0 Ihs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0300 1 Earth Pressure Seismic Load M Kae for seismic earth pressure a 0.561 Added seismic base force 434.3 lbs Design Kh = 0.296 g Ka for static earth pressure - 0.319 Difference: Kae-Ka = 0.242 , Using Mononobe-Okabe/Seed-Whitman procedure • Design Summary I Stem Construction 0 Bottom , Stem OK . Wall Stability Ratios Design Height Above Ftg ft= 0.00 , Overturning = 3.95 OK Wall Material Above"Ht" = Concrete Sliding - 1.14 Ratio<1.51 Design Method - LRFD Thickness = 8.00 Total-Bearing Load = 4,572 lbs Rebar Size = # 4 ...resultant ecc. = 5,40 in Rebar Spadng = 8,00 Rebar Placed at = Edge Soil Pressure @ Toe = 995 psf OK Design Data Soil Pressure @ Heel - 411 psf.OK fb/FB+fa/Fa 0.594 Allowable = 2,000 psf Total Force @ Section a Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,393 psf h Leve lbs= 1,887.8 AC1 Factored @ Heel = 576 psf Moment.,-.Actual Footing Shear @ Toe a 13.1 psi OK Service Level ft-#= Footing Shear @ Heel = 16.2 psi OK • Strength Leve ftp#= 4,726.5 Allowable - 75.0 psi Moment.,-.Allowable = 7,959.6 Sliding Galas Shear....Actual Lateral Sliding Force = 1,492.5 lbs less 100%Passive Force= - 97.2 lbs Service Level psi= • less 100%Friction Force = - 1,600,1 lbs Strength Leve psi= 25.2 • Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = - 541.4 lbs NG Wall Weight psf 100.0 Rebar Depth 'd' in= 6.25 Masonry Data I frn psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ • NOT considered in the calculation of soil bearing Short Term Factor Equiv.Solid Thick. Loadngtors Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1.700 fc / ( psi= 2,500.0 Wind,W 1.300 Fy t psi= 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing S Title Block The 6'-0"SEISMIC Page: - to set these five lines of information Job# : Dsgnr: Date: 24 AUG 2015 for your program. • Description.... . This Wall in File:H:\CAD 07 02 151RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KVO-06056589 Cantilevered Retaining Wall Design. Code:IBC 2012,ACI 318-11,AC1530-11 License To:TURNER ENGINEERING.AND DESIGN • [Footing Dimensions&Strengths 0 Footing Design Results Toe Width = ' 1.50 ft Toe Heel ' Heel Width = 5.00 Factored Pressure = 1,393 576 psf Total Footing Width' = 6.50 Mu':Upward = 1,497 7,113 ft-# • Footing Thickness = 10.00 in •Mu':Downward = 284 11,116 ft# Mu: Design = 1,213 4,003 ft4 • • Key Width = 0.00 in Actual 1-Way Shear = 13.08 16.16 psi Key Depth - 0.00 in Allow 1-Way Shear = 75.00 75.00 psi • Key Distance from Toe =i 0.00 ft , Toe Reinforcing = None Spec'd Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 11.00 in None Spec'd . KeyReinforcing - Footing Concrete Density 150.00 pcf � Min.As% = 0.0018 r Sizes&S Spacings s • Cover @Top 2.00 @ Btm.= 3.00 in Othe AcceptableP 9 Toe: Not reg'd:Mu<phi*5*lambda*sert(fc)*Sm • Heel:#4®11.11 in,#5@ 17.22 In,#8@ 24.44 in,#7@ 33.33 in,#8@ 43.89 in,#9@ 5 l Key: No key defined i SumLamary of Overturns &Resisting Forces&Moments .....OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-if Heel Active Pressure • - 933.9 228 2,127.2 Soil Over Heel = 2,860.0 4.33 12,393.3 Surcharge over Heel = 124.2 3.42 424.5 Sloped Soil Over Heel - . Surcharge Over Toe = Surcharge Over Heel = 216.7 4.33 938.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stern = • Seismic Earth Load = 434.3 4.10 1,780.8 Soil Over Toe = 82.5 0.75 61.9 = Surcharge Over Toe Total 1,492.5 O.T.M. 4,3324 Stem Weight(s) = 600.0 1.83 1,100.0 Earth @ Stem Transitions= Footing Weighl = 812.5 3.25 2,640.6 Resisting/Overturning Ratio = 3.95 Key Weight = Vertical Loads used for Soil Pressure= 4,571.7 lbs Vert.Component = Total= 4,571.7 lbs R.M.= 17,134.7 If seismic is Included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. -Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Daft @ Top of Wall(approximate only) 0.026 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 5 Use menu item Settings>Printing&Title Block ‘ Title 8,-0"SEISMIC Page: 1 to set these five lines of information Job# Dsgnr: Date: 14 JUN 2016 for your program. Description.... • •This Wall in File:C:\Users\OwnerlDropbox\TURNER ENGINEEERING JOBS\CAD TEMPLATES AND CALCULATIONS\RE RetainPro(c)1987.2015, Build 11.15.12.22 License:KW-06056589 Cantilevered Retaining Wall Code: IBC 2009,AG1 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN 1 � � Criteria _Soil Data Allow Soil Bearing = 2,000.0 psf I Retained Height = 8.00 ft Equivalent Fluid Pressure Method Wall height above soil - 0.00 ft . Active Heel Pressure = 40.0 psf/ft , Slope Behind Wall - 0.00 = Height of Soil over Toe = 6.00 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 FootingliSoii Friction = 0.350 ii Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#fft 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 ..,Height to Bottom - 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft Load Type = Wind(VV) Footing Type Line Load Axial Load Applied to Stem ` (Service Level) 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 its (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.561 Added seismic base force 753.4 lbs Ka for static earth pressure = 0.319 Design Kh = 0.296 9 Difference: Kae-Ka = 0.242 Using Manonobe-Okabe/Seed-Whitman procedure Design Summary IStem Construction I Bottom OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.04 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,318 lbs Rebar Size = # 4 ...resultant ecc. = 6.52 in Rebar Spacing = 6.00 RePlaced Soil Pressure @ Toe = 1,191 psf OK Desi n Data at = Edge 1 Soil Pressure @ Heel = 531 psf OK fty/FB+fa/Fa = 0.918 Allowable = 2,000 psf Total Force @ Section ' Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,429 psf Strength Level lbs= 2,898.4 ACI Factored @ Heel = 637 psf Moment....Actual Footing Shear @ Toe = 13.9 psi OKService Levet ft#_ Footing Shear @ Heel = 16.7 psi OK Strength Level ft-#= 9,543.4 Allowable = 75.0 psi Moment.....Atlowable = 10,400.4 Sliding Calcs Shear Actual Lateral Sliding Force = 2,373.4 lbs less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = • 2,561.4 lbs Strength Level 'psi= 38.6 Added Force Req'd = 0.0 lbs OK Shear., Allowable psi= 75.0 ....for 1.5 Stability = 842.5 lbs NG Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting - Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Short Term Factor = Load Factors Equiv.Solid Thick. _ . Building Code IBC 2009,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data f Earth,H 1.600 c psi= 2,500.0 Fy u psi= 60,000.0 Wind,W 1.000 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title 8'-O"SEISMIC Page: 2 to set these five lines of information Job# Dsgnr: Date: 14 JUN 2016 for your program. Description,... This Wall in File:C:\Users\Owner\DropboxlTURNER ENGINEEERING JOBS\CAD TEMPLATES AND CALCULATIONS\RE RetainPro(c)1987-2015, Build 11.15.12,22 License:KW-06056589 Cantilevered Retaining Wall Code:IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN 1 Footing Dimensions&Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel _ . 'Heel Width = 6.50 Factored Pressure = 1,429 637 psf Total Footing Width = 8.50 Mu':Upward = 2,734 13,922 ft4 Footing Thickness = 12.00 in Mu':Downward = 492 21,029 64 , Mu: Design = 2,242 7,107ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.94 16.74 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 'Other Acceptable Sizes&Spacings Cover @ Top 200 @ Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8©36.57 in,#9@ 46 Key: No key defined Summary of Overturning& Resisting Forces&Moments l OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft 64 lbs ft ft-# Heel Active Pressure '= 1,620.0 3.00 4,860.0 Soil Over Heel = 5,133.3 5.58 28,661.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 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 = 753.4 5.40 4,068.5 Soil Over Toe = 110.0 1,00 110.0 = Surcharge Over Toe = Total 2,373.4 O.T.M. g 828,5 Stem Weight(s) = 800.0 2.33 1,866.7 Earth @ Stem Transitions= _ = Footing Weight = 1,275.0 4.25 5,418.8 Resisting/Overturning Ratio = 4.04 Key Weight = Vertical Loads used for Soil Pressure= 7,318.3 lbs Vert.Component = Total= 7,318.3 lbs R.M.= 36,056.5 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. _Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci • Horizontal Deft @ Top of Wall(approximate only) 0.031 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. n . .-ice 1