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Specifications <i1 � U// z5 P sit) /O -/ ve,c 03/AOaddd SI NO1103dSNI ONIiOOI 3141 31:10d38 RECEIVED a3aIf1O3a SI J Od3a 1VOINH031O30 V APR 3 0 2018 CITY OF TIGARD Polygon Northwest Company BUILDING DIVISION Structural Calculations River Terrace East Residential Lot Retaining Walls: Lots 173-179 Structural analysis and design for cast-in-place retaining walls REVIEWED BY: Dennis Heier, PE PROp Off' sem o>/ OREGON t 51. `r UMW' /26/2018 April 26, 2018 Project No: 1865 L Vista Structural Engineering,LLC Title 6'-6"U-WALL(2/S2.0)-SEISMIC Page: 1 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 „.001Beaverton,OR 97008 Description.... Ilk; ? Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 2.00 Height of Soil over Toe = 4.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingflSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 216.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 5.30 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 4.30 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.68 OK Wall Material Above"Ht" = Concrete Sliding = 1.29 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,625 lbs Rebar Size = # 5 ...resultant ecc. = 15.62 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 794 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.460 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,111 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 1,224.0 Footing Shear @ Toe = 13.0 psi OK Moment....Actual Footing Shear @ Heel = 0.0 psi OK Service Level ft-#= Strength Level ft-#= 3,052.8 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 1,073.5 lbs Shear Actual less 100%Passive Force= - 656.3 lbs Service Level psi= less 100%Friction Force = - 731.4 lbs Strength Level psi= 16.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 222.7 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 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 Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 6'-6"U-WALL(2/S2.0)-SEISMIC Page: 2 ' j7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... VI Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1156 in2/ft (4/3)*As: 0.1541 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 4.67 ft IPA Red Heel Width = 0.67 Factored Pressure = 1,111 0 psf Total Footing Width = 5.33 Mu':Upward = 7,513 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 2,439 0 ft-# Mu: Design = 5,073 0 ft-# Key Width = 12.00 in Actual 1-Way Shear = 13.02 0.00 psi Key Depth = 14.00 in Allow 1-Way Shear = 82.16 43.82 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 1.38 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,001.0 Soil Over Heel = 0.2 5.33 1.2 Surcharge over Heel = Sloped Soil Over Heel = 0.0 5.33 0.0 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 216.0 5.80 1,252.8 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 2.33 Surcharge Over Toe = Total 1,073.5 O.T.M. 3,253.8 Stem Weight(s) = 650.0 5.00 3,250.2 Earth @ Stem Transitions= = Footing Weighl = 800.1 2.67 2,133.9 Resisting/Overturning Ratio = 1.68 Key Weight = 175.0 0.50 87.5 Vertical Loads used for Soil Pressure= 1,625.3 lbs Vert.Component = Total= 1,625.3 lbs R.M.= 5,472.8 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 6'-6"U-WALL(2/S2.0)-SEISMIC Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC L 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 Defl @ Top of Wall(approximate only) 0.027 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. L Vista Structural Engineering,LLC Title 6'-6"U-WALL(21S2.0)-SEISMIC Page: 4 , ‘ N 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 4110411 Beaverton,OR 97008 Description.... VI Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL ...........) Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 2 _ 11 IP. 216.00psf (Service-LevelII Pp= 656,25* /1/-1 1074* 1111111.11M ,.._ co 0_ 8 Cr) C) N- L Vista Structural Engineering,LLC Title 6'-6"U-WALL(2/S2.0)-STATIC Page: 1 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 4464Beaverton,OR 97008 Description.... 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf 00/ Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 2.00 Height of Soil over Toe = 4.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf = Adjacent Footing =To Resist Sliding&Overturning ...Lateral t tod = 9.500#/ft 1 Load 0.0 lbs ...Height Top = ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) g Axial Load Applied to Stem Footing Type Line Load (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 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I L,Stem Construction I Bottom Wall StabilityRatios Stem OK Design Height Above Ftg ft= 0.00 Overturning = 2.74 OK Wall Material Above"Ht" = Concrete Sliding = 1.62 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,625 lbs Rebar Size = # 5 ...resultant ecc. = 6.37 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 487 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 123 psf OK fb/FB+fa/Fa = 0.304 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 681 psf Service Level lbs= ACI Factored @ Heel = 172 psf Strength Level lbs= 1,008.0 Footing Shear @ Toe = 9.8 psi OK Moment....Actual Footing Shear @ Heel = 0.0 psi OK Service Level ft = Strength Level ft-#= 2,016.0 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 857.5 lbs Shear Actual less 100%Passive Force= - 656.3 lbs Service Level psi= less 100%Friction Force = - 731.4 lbs Strength Level psi= 13.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 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 Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 , L ' Vista Structural Engineering,LLC Title 6'-6"kJ-WALL(2/S2.0)-STATIC Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 40041 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL ...:....:..."........ Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0763 in2/ft (4/3)*As: 0.1018 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 4.67 ft I4g ljl Heel Width = 0.67 Factored Pressure = 681 172 psf Total Footing Width = 5.33 Mu':Upward = 5,802 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 2,439 0 ft-# KeyWidth Mu: Design = 3,363 0 ft-# = 12.00 in Actual 1-Way Shear = 9.84 0.00 psi Key Depth = 14.00 in Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82.16 43.82 psi Toe Reinforcing = #5 @ 12.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&S acin s Cover @ Top 2.00 @ Btm.= 3.00 in P p 9 Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 1.38 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,001.0 Soil Over Heel = 0.2 5.33 1.2 Surcharge over Heel = Sloped Soil Over Heel = 0.0 5.33 0.0 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 = = Soil Over Toe = 2.33 Surcharge Over Toe = Total 857.5 O.T.M. 2,001.0 Stem Weight(s) = 650.0 5.00 3,250.2 Earth @ Stem Transitions= = Footing Weigh' = 800.1 2.67 2,133.9 Resisting/Overturning Ratio = 2.74 Key Weight = 175.0 0.50 87.5 Vertical Loads used for Soil Pressure= 1,625.3 lbs Vert.Component = Total= 1,625.3 lbs R.M.= 5,472.8 *Axial live load NOT included in total displayed,or used for overturning 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. L Vista Structural Engineering,LLC Title 6'-6"U-WALL(2/S2.0)-STATIC Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 spitBeaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wallin File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.016 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. ilook Vista Structural Engineering,LLC Title 6.-6"U-WALL(2/S2.0)-STATIC Page: 4 j7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... 10. Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 2 1 .1 FMRNS5;55-.5M:515Z5N Pp .656.25#,,,,//" l 858# 11111.11.P.. 4— 4— en Cn 0- 0- m el to 6 op CA Vista Structural Engineering,LLC Title 4'WALL-STATIC(WITH 6"TOE) Page: 1 ' ' 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 LLLateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf = Adjacent Footing = Lateral Load 14.0#/ft Load 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 4.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to FtgCL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.51 OK Wall Material Above"Ht" = Concrete Sliding = 1.61 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,345 lbs Rebar Size = # 5 ...resultant ecc. = 8.89 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 2,108 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.163 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,951 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 598.8 Footing Shear @ Toe = 0.7 psi OK Moment....Actual Footing Shear @ Heel = 9.6psi OK Service Level ft-#= Strength Level ft-#= 1,082.7 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 516.6 lbs Shear Actual less 100%Passive Force = - 295.1 lbs Service Level psi= less 100%Friction Force = - 538.0 lbs Strength Level psi= 8.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 4'WALL-STATIC(WITH 6"TOE) Page: 2 ' 1L 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 iii oto 0 0 ii Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.041 in2/ft (4/3)*As: 0.0547 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.33 ft Tgg !1S@1 Heel Width = 2.00 Factored Pressure = 2,951 0 psf Total Footing Width = 2.33 Mu':Upward = 149 8 ft-# Footing Thickness = 10.00 in Mu':Downward = 16 674 ft-# Mu: Design = 134 666 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.71 9.61 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 eft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in L 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 = 408.8 1.61 658.7 Soil Over Heel = 586.7 1.67 977.6 Surcharge over Heel = 58.7 2.42 142.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 66.7 1.67 111.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 49.0 6.58 322.6 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.17 Surcharge Over Toe = Total 516.6 O.T.M. 1,123.2 Stem Weight(s) = 400.0 0.67 266.5 Earth @ Stem Transitions= = = Footing Weight = 291.6 1.17 340.2 Resisting/Overturning Ratio = 1.51 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 1,345.0 lbs Vert.Component = Total= 1,345.0 lbs R.M.= 1,695.4 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 4'WALL-STATIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... I' V Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.100 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. L Vista Structural Engineering,LLC Title 4'WALL-STATIC(WITH 6"TOE) Page: 4 • j 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 4%4 Beaverton,OR 97008 Description.... 91 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 50,00psf 14_00ps' (Service-Level) w w 04,•••• roe; .1.••• ••••4 .•••• ••••4 .•••• ••••4 ,••••• Pp= 295.14#A11 517# 0 co (7-74 L Vista Structural Engineering,LLC Title 6'WALL-STATIC(WITH 6"TOE) Page: 1 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 ,4 Beaverton,OR 97008 Description.... Illk 10. Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in • • Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 14.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.74 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,604 lbs Rebar Size = # 5 ...resultant ecc. = 10.79 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 2,393 psf OK Reaed at = Edge Desiggnn Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.430 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,350 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 1,209.7 Footing Shear @ Toe = 0.7 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 13.7 psi OK Strength Level ft-#= 2,853.9 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 949.2 lbs Shear Actual less 100%Passive Force = - 295.1 lbs Service Level psi= less 100%Friction Force = - 1,171.8 lbs Strength Level psi= 16.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 6'WALL-STATIC(WITH 6"TOE) Page: 2 ' • 10, 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... , 100Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1081 in2/ft (4/3)*As: 0.1441 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.33 ft DS 1E21 Heel Width = 2.92 Factored Pressure = 3,350 0 psf Total Footing Width = 3.25 Mu':Upward = 176 418 ft-# Footing Thickness = 10.00 in Mu':Downward = 16 2,588 ft-# Mu: Design = 161 2,170 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.71 13.71 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 15.00 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<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.89 in,#9@ 5 Key: No key defined Min footing T&S reinf Area 0.70 in2 Min footing T&S reinf Area per foot 0.22 in2 eft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 817.2 2.28 1,861.3 Soil Over Heel = 1,485.2 2.12 3,155.8 Surcharge over Heel = 83.0 3.42 283.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 112.5 2.12 239.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 49.0 8.58 420.6 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.17 Surcharge Over Toe = Total 949.2 O.T.M. 2,565.6 Stem Weight(s) = 600.0 0.67 399.8 Earth @ Stem Transitions= = = Footing Weight = 406.3 1.63 660.2 Resisting/Overturning Ratio = 1.74 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 2,604.0 lbs Vert.Component = Total= 2,604.0 lbs R.M.= 4,454.9 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 6'WALL-STATIC(WITH 6"TOE) Page: 3 ' 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.123 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. Vista Structural Engineering,LLC Title 6'WALL-STATIC(WITH 6"TOE) Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 4114 Beaverton,OR 97008 Description.... 1001 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 59.QQpsf 14.99ps' (Service-Level "CiON*VgiV":lbw ,.o.#V •••• te #•oma• Pp= 295.14 949# rz cv r-� ca spa Cf) c>I Vista Structural Engineering,LLC Title 7'WALL-SEISMIC(WITH 6"TOE) Page: 1 j7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 7.00 ft Allow Soil Bearing = 4,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` _Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 294.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 3.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary i Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.52 OK Wall Material Above"Ht" = Concrete Sliding = 1.30 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 3,543 lbs Rebar Size = # 5 ...resultant ecc. = 14.82 in Rebar Spacing = 14.00 Soil Pressure @ Toe = 3,266 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.714 Allowable = 4,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 4,572 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 1,844.2 Footing Shear @ Toe = 0.6 psi OK Moment....Actual FootingShear Heel Service Level ft-#= @ 19.3 psi OK Strength Level ft-#= 5,059.8 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 7,086.1 Lateral Sliding Force = 1,511.2 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 1,594.3 lbs Strength Level psi= 24.8 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 297.6 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 ft psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title T WALL-SEISMIC(WITH 6"TOE) Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1916 in2/ft (4/3)*As: 0.2555 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2475 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2657 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 0.50 ft IQg J1 Heel Width = 3.42 Factored Pressure = 4,572 0 psf Total Footing Width = 3.92 Mu':Upward = 528 354 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 4,478 ft-# Mu: Design = 489 4,124 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 19.27 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 14.00 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<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 Min footing T&S reinf Area 1.02 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 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 = 2,117.8 2.54 5,383.0 Surcharge over Heel = 97.2 4.00 388.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 137.5 2.54 349.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 294.0 5.20 1,528.8 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 1,511.2 O.T.M. 4,904.4 Stem Weight(s) = 700.0 0.83 583.3 Earth @ Stem Transitions= = Footing Weight = 587.6 1.96 1,150.7 Resisting/Overturning Ratio = 1.52 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 3,542.8 lbs Vert.Component = Total= 3,542.8 lbs R.M.= 7,466.6 *Axial live load NOT included in total displayed,or used for overturning 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. L Vista Structural Engineering,LLC Title 7 WALL-SEISMIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 4414% Beaverton,OR 97008 Description.... ? Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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) 0.162 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. Vista Structural Engineering,LLC Title 7'WALL-SEISMIC(WITH 6"TOE) Page: 4 ' 440.j 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... 1011 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 50 00psf V If T - 294..00psf (Service-Level)11 .4.4.47.: 1111••••7 .•••4 ••••. ••••4 •••41— s....•—•—• Pp= 375.,00#AIII 1511# ..._ ...„ (0 CNI re) Vista Structural Engineering,LLC Title 7'WALL-STATIC(WITH 6"TOE) Page: 1 ' .±..) 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 7.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf laiiiiiiii;Eili;K:i::::::•:.:-.. Soil Density,Toe = 0.00 pcf FootingiISoil Friction = 0.450 Soil height to ignore ,. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 14.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 10.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 7.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to FtgCL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.94 OK Wall Material Above"Ht" = Concrete Sliding = 1.56 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 3,543 lbs Rebar Size = # 5 ...resultant ecc. = 11.26 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 2,316 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.641 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,242 psf th Level lbs= 1,599.2 Strength ACI Factored @ Heel = 0 psf 9 Footing Shear @ Toe = 0.6 psi OK Moment....Actual FootingShear Heel = Service Level ft-#= @ 11.9 psi OK Strength Level ft-#= 4,253.7 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 1,266.2 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 1,594.3 lbs Strength Level psi= 21.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 7'WALL-STATIC(WITH 6"TOE) Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 1444.'00 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1611 in2/ft (4/3)*As: 0.2148 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2148 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths 1 L, Footing Design Results Toe Width = 0.50 ft i__W Had Heel Width = 3.42 Factored Pressure = 3,242 0 psf Total Footing Width = 3.92 Mu':Upward = 383 1,198 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 4,478 ft-# Mu: Design = 344 3,280 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 11.91 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 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<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 Min footing T&S reinf Area 1.02 in2 Min footing T&S reinf Area per foot 0.26 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 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 = 2,117.8 2.54 5,383.0 Surcharge over Heel = 97.2 4.00 388.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 137.5 2.54 349.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 49.0 9.75 477.8 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 1,266.2 O.T.M. 3,853.3 Stem Weight(s) = 700.0 0.83 583.3 Earth @ Stem Transitions= = = Footing Weight = 587.6 1.96 1,150.7 Resisting/Overturning Ratio = 1.94 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 3,542.8 lbs Vert.Component = Total= 3,542.8 lbs R.M.= 7,466.6 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title T WALL-STATIC(WITH 6"TOE) Page: 3 j7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... 1011 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.115 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. Vista Structural Engineering,LLC Title 7'WALL-STATIC(WITH 6"TOE) Page: 4 • 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 tikilkki Beaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 50.00psf 14.00ps (Service-Level K9;9;550747"1". -- •*7+77« NA c Pp- 375.00# ■ 1266# eL co co Vista Structural Engineering,LLC Title 8'WALL-SEISMIC(WITH 6"TOE) Page: 1 ' ,too7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... lit V Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL ...........:::... Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 4,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf Footingpoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 384.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 5.30 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 4.30 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overtuming = 1.57 OK Wall Material Above"Ht" = Concrete Sliding = 1.27 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 4,575 lbs Rebar Size = # 5 ...resultant ecc. = 16.52 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 3,491 psf OK Reaed at = Edge Soil Pressure @ Heel = 0 psf OK Desiggnn Daatta fb/FB+fa/Fa = - o.906 Allowable = 4,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 4,888 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 2,379.6 MomentActual Footing Shear @ Toe = 0.6 psi OK Service Level ft-#= Footing Shear @ Heel = 21.2 psi OK Strength Level ft-#= 7,436.4 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 8,206.3 Lateral Sliding Force = 1,910.9 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 2,058.8 lbs Strength Level psi= 32.0 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 432.6 lbs NG Anet(Masonry) !n2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 8'WALL-SEISMIC(WITH 6"TOE) Page: 2 ' \ 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2816 in2/ft (4/3)*As: 0.3754 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2816 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.50 ft De Wad Heel Width = 4.00 Factored Pressure = 4,888 0 psf Total Footing Width = 4.50 Mu':Upward = 572 956 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 7,311 ft-# Mu: Design = 533 6,355 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 21.18 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 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<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 Min footing T&S reinf Area 1.17 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 2,933.3 2.83 8,311.1 Surcharge over Heel = 109.4 4.50 492.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 166.7 2.83 472.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 384.0 5.80 2,227.2 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 1,910.9 O.T.M. 6,971.9 Stem Weight(s) = 800.0 0.83 666.7 Earth @ Stem Transitions= = = Footing Weight = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 1.57 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 4,575.0 lbs Vert.Component = Total= 4,575.0 lbs R.M.= 10,968.8 *Axial live load NOT included in total displayed,or used for overtuming 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. Vista Structural Engineering,LLC Title 8'WALL-SEISMIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 illeti. , Beaverton,OR 97008 Description.... ,.............v) Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC TiltI 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 Defl @ Top of Wall(approximate only) 0.172 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. iVista Structural Engineering,LLC Title 8'WALL-SEISMIC(WITH 6"TOE) Page: 4 :„.........) 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... 1#0 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobstretainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 50_00psf ED :,;:::;:*551014.7•740---- 384.00psf (Service-Level IIII r•-•-•- •••411 1411.•• 01:4 11/11 Pp= 375 00#AIMI 1911# 4- LO CL CO .-. C72 'Or CO AjDatVista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 1 7140 SW Queen Lane Job#: Dsgnr: DMH e: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft • • Load Factors Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,000.0 psf Soil Density,Heel = 110.00 Pcf Equivalent Fluid Pressure Method Soil Density,Toe = 0.00 pcf At-Rest Heel Pressure = 35.0 psf/ft FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Passive Pressure = 250.0 psf/ft Surcharge Loads Surcharge Over Heel = 50.0 psf Surcharge Over Toe = 0.0 Used To Resist Sliding&Overturning Used for Sliding&Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs LVista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... ' Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL . Email:dennis@vistastructurai.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Lateral Load Applied to Stem Lateral Load = 14.0#/ft ...Height to Top = 11.50 ft ...Height to Bottom = 8.00 ft Load Type = Wind(W) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Type Line Load Footing Width = 0.00 ft Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 0.0 ft Wall to Ftg CL Dist = 0.00 ft Poisson's Ratio = 0.300 Vista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 3 \ 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 4114 Beaverton,OR 97008 Description.... 10*' Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Wall Design Summary Stability Ratios Overturning = 2.08 OK Sliding = 1.54 OK Soil Bearing Total Bearing Load = 4,575 lbs ...resultant ecc. = 12.06 in Soil Pressure @ Toe = 2,449 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,429 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.6 psi OK Footing Shear @ Heel = 11.9 psi OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Force Soil Over Heel 2,933.3 lbs * Heel Active Pressure 1,417.5 lbs Sloped Soil Over Heel 0.0 Surcharge over Heel 109.4 Surcharge Over Heel 166.7 Adjacent Footing 0.0 Adjacent Footing Load 0.0 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem * Omit Added Lateral Load 49.0 Soil Over Toe 0.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 0.0 Stem Weight(s) 800.0 Lateral on Key 0.0 Earth @ Stem Transitions 0.0 Totals= 1,575.9 lbs Footing Weight 675.0 Key Weight 0.0 *Includes water table effect Vert.Component ** 0.0 Total Vertical Loads 4,575.0 lbs *Axial live load NOT included in total displayed,or used for overturning or sliding resistance,but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 1,575.9 lbs less 100%Passive Force = - 375.0 lbs less 100%Friction Force = - 2,058.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Vista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 4 L ,' '4 1 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... j Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel 2,933.3 lbs 2.83 ft 8,311.1 ft-# Sloped Soil Over Heel 0.0 Surcharge Over Heel 166.7 2.83 472.2 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 0.0 0.25 Surcharge Over Toe 0.0 Stem Weight(s) 800.0 0.83 666.7 Earth @ Stem Transitions 0.0 Footing Weight 675.0 2.25 1,518.8 Key Weight 0.0 2.00 Vert.Component 0.0 Total Vertical Loads 4,575.0 lbs Resisting Moment 10,968.8 ft-# Eccentricity 12.1 in *Axial live load NOT included in total displayed,or used for overturning or sliding resistance,but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure 1,417.5 lbs 3.00 ft 4,252.5 ft-# Surcharge over Heel 109.4 4.50 492.2 Adjacent Footing 0.0 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 49.0 10.75 526.8 Seismic Load 0.0 Seismic-Self-weight 0.0 Totals= 1,575.9 lbs Overturning Moment 5,271.4 ft-# LVista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 5 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 444 Beaverton,OR 97008 Description.... V Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Stem Design Summary Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above"Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB+fa/Fa = 0.740 Total Force @ Section Service Level lbs = Strength Level lbs = 2,044.6 Moment....Actual Service Level ft-# = Strength Level ft-# = 6,071.0 Moment Allowable = 8,206.3 Shear Actual Service Level psi = Strength Level psi = 27.5 Shear Allowable psi = 82.2 Anet in2 = Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv.Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 I lito Vista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 6 ' 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 1114 Beaverton,OR 97008 Description.... 4' 61 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2299 in2/ft (4/3)*As: 0.3065 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2475 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths Toe Width = 0.50 ft fc = 3,000 psi Heel Width = 4.00 Fy = 60,000 psi Total Footing Width = 4.50 ft Footing Concrete Density = 150.00 pcf Footing Thickness = 12.00 in Min.As% = 0.0018 Key Width = 0.00 in Rebar Cover @ Top = 2.00 in Key Depth = 0.00 in @ Bottom = 3.00 in Key Distance from Toe = 2.00 ft Footing Design Results Toe Heel Factored Pressure = 3,429 0 psf Mu':Upward = 409 2,594 ft-# Mu':Downward = 39 7,311 ft-# Mu: Design = 370 4,717 ft-# Actual 1-Way Shear = 0.62 11.91 psi Allow 1-Way Shear = 43.82 82.16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = #5 @ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes&Spacings 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 Min footing T&S reinf Area 1.17 in2 Min footing T&S reinf Area per fc 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Vista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 7 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 oto Beaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.121 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toes because the wall would then tend to rotate into the retained soil. Vista Structural Engineering,LLC Title 8'WALL-STATIC(WITH 6"TOE) Page: 8 L 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 h.41§41 Beaverton,OR 97008 Description.... NI 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 14.00ps I ? If 50 00psf IF (Service-Level iron reei op-4-o',I-,1 rd g--- 0:41:4 it OA*-• Ir•-•-•" •••41 Pp= 375.00#A. F:: -- 1576# 4_ 40 CI. 00 4r- cri -i- mr c.1 Vista Structural Engineering,LLC Title 9'WALL-SEISMIC(WITH 6"TOE) Page: 1 ' j L 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 441114 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 4,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore iiiiiiiiiiii for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 486.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 5.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 4.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem \ (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.56 OK Wall Material Above"Ht" = Concrete Sliding = 1.23 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 5,637 lbs Rebar Size = # 5 ...resultant ecc. = 18.58 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 3,947 psf OK Reaed at = Edge Soil Pressure @ Heel = 0 psf OK Desiggnn Daatta fb/FB+fa/Fa = 0.872 Allowable = 4,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,526 psf Service Level lbs= ACI Factored©Heel = 0 psf Strength Level lbs= 2,983.1 Moment....Actual Footing Shear @ Toe = 0.6 psi OK Service Level ft-#= Footing Shear @ Heel = 24.5 psi OK Strength Level ft-#= 10,459.3 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 11,990.5 Lateral Sliding Force = 2,357.5 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 2,536.5 lbs Strength Level psi= 40.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 624.8 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 9'WALL-SEISMIC(WITH 6"TOE) Page: 2 ' o 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 :±) Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.396 in2/ft (4/3)*As: 0.5281 in2/ft Min Stem T&S Reinf Area 1.728 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.396 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.50 ft Tag HMI Heel Width = 4.50 Factored Pressure = 5,526 0 psf Total Footing Width = 5.00 Mu':Upward = 650 1,555 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 10,639 ft-# Mu: Design = 611 9,084 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 24.47 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 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<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 8.19 in,#5@ 12.69 in,#6@ 18.01 in,#7@ 24.56 in,#8@ 32.34 in,#9@ 40 Key: No key defined Min footing T&S reinf Area 1.30 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 3,795.0 3.08 11,701.3 Surcharge over Heel = 121.5 5.00 607.6 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 191.7 3.08 591.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 486.0 6.40 3,110.4 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 2,357.5 O.T.M. 9,551.4 Stem Weight(s) = 900.0 0.83 750.0 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 1.56 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 5,636.7 lbs Vert.Component = Total= 5,636.7 lbs R.M.= 14,917.2 *Axial live load NOT included in total displayed,or used for overturning 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. L Vista Structural Engineering,LLC Title 9'WALL-SEISMIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 411141 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC L Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.197 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. L Vista Structural Engineering,LLC Title 9'WALL-SEISMIC(WITH 6"TOE) Page: 4 :......,..) 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... NI 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructuralcom This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 50 00psf ir V CliZoNCOVelti"-•• - 486.00psf (Service-Level1 p-wip-ip •••. i,••• •••. 1,••• Pp= 375.00#A1111 2358# L-- En rr) ..4- r--: ntr cr) co Vista Structural Engineering,LLC Title 9'WALL-STATIC(WITH 6"TOE) Page: 1 ' :........ 10......) 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wallin File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore lliiiiiEil for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf = Adjacent FootingLoad = Lateral Load 14.0#/ft 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 12.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 9.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to FtgCL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.15 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 5,637 lbs Rebar Size = # 5 ...resultant ecc. = 12.98 in Rebar Spacing = 10.00 Soil Pressure @ Toe = 2,650 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa =- 0.649 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,710 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 2,539.1 Footing Shear @ Toe = 0.6 psi OK Moment....Actual Footing Shear @ Heel = 12.2 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 8,275.9 Sliding Calcs Moment Allowable = 9,745.5 Lateral Sliding Force = 1,913.5 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 2,536.5 lbs Strength Level psi= 34.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 9'WALL-STATIC(WITH 6"TOE) Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3134 in2/ft (4/3)*As: 0.4178 in2/ft Min Stem T&S Reinf Area 1.728 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3134 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 0.50 ft Ism Bal Heel Width = 4.50 Factored Pressure = 3,710 0 psf Total Footing Width = 5.00 Mu':Upward = 446 4,278 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 10,639 ft-# Mu: Design = 407 6,361 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 12.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 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<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 Min footing T&S reinf Area 1.30 in2 Min footing T&S reinf Area per foot 0.26 in2 eft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 3,795.0 3.08 11,701.3 Surcharge over Heel = 121.5 5.00 607.6 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 191.7 3.08 591.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 42.0 11.50 483.0 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 1,913.5 O.T.M. 6,924.0 Stem Weight(s) = 900.0 0.83 750.0 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.15 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 5,636.7 lbs Vert.Component = Total= 5,636.7 lbs R.M.= 14,917.2 *Axial live load NOT included in total displayed,or used for overturning 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. L. , Vista Structural Engineering,LLC Title 9'WALL-STATIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 sillott Beaverton,OR 97008 Description.... 101 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Tilt I Horizontal Deflection at TOD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.132 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 LI, Vista Structural Engineering,LLC Title 9'WALL-STATIC(WITH 6"TOE) Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 sill% Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL iv Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 50.00psf 14.00s (,Service-Leel Pp= 375°00#AF -- 1914# u) 0_ 6 Vista Structural Engineering,LLC Title 10'WALL-SEISMIC(WITH 6"TOE) Page: 1 ' ' L 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Olt Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil DataI Retained Height = 10.00 ft Allow Soil Bearing = 4,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore lin for passive pressure = 12.00 inI Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 600.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 6.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 5.50 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.55 OK Wall Material Above"Ht" = Concrete Sliding = 1.22 Ratio<1.5! Design Method = LRFD Thickness = 10.00 Total Bearing Load = 6,555 lbs Rebar Size = # 5 ...resultant ecc. = 20.52 in Rebar Spacing = 8.00 Soil Pressure @Toe = 4,377 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK Allowablefb/FB+fa/Fa = 0.800 = 4,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 6,128 psf th Level lbs= 3,400.0 Strength ACI Factored @ Heel = 0 psf g Footing Shear @ Toe = 0.6 psi OK Moment....Actual Footing Shear @ Heel = 29.0 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 12,933.3 Sliding Calcs Moment Allowable = 16,175.5 Lateral Sliding Force = 2,717.5 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 2,949.6 lbs Strength Level psi= 34.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 751.7 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 8.19 Masonry Data f'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ration' = considered in the calculation of soil bearing pressures. Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 10'WALL-SEISMIC(WITH 6"TOE) Page: 2 ' O 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... '1 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3653 in2/ft (4/3)*As: 0.487 in2/ft Min Stem T&S Reinf Area 2.400 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3653 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.465 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.331 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.50 ft I4g HMI Heel Width = 4.92 Factored Pressure = 6,128 0 psf Total Footing Width = 5.42 Mu':Upward = 723 1,565 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 12,507 ft-# Mu: Design = 684 10,943 ft-# Key Width = 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 0.62 28.95 psi Key Distance from Toe = 2.00 Allow 1-Way Shear = 43.82 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 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<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 6.80 in,#5@ 10.53 in,#6@ 14.95 in,#7@ 20.39 in,#8@ 26.85 in,#9@ 33 Key: No key defined Min footing T&S reinf Area 1.40 in2 Min footing T&S reinf Area per foot 0.26 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning& Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel = 4,492.0 3.38 15,161.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 600.0 7.00 4,200.0 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 2,717.5 O.T.M. 11,964.2 Stem Weight(s) = 1,250.0 0.92 1,145.8 Earth @ Stem Transitions= = Footing Weight = 812.6 2.71 2,200.8 Resisting/Overturning Ratio = 1.55 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 6,554.6 lbs Vert.Component = Total= 6,554.6 lbs R.M.= 18,508.0 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 10'WALL-SEISMIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 444 Beaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC [TiltI 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 Defl @ Top of Wall(approximate only) 0.224 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. . . L Vista Structural Engineering,LLC Title 10'WALL-SEISMIC(WITH 6"TOE) Page: 4 4414 Beaverton,OR 97008 Description.... 7140 SW Queen Lane Phone:(971)645-0901 Email:dennis@vistastructural.com ) Job#: Dsgnr: DMH LOTS 173-179-SITE RETAINING WALL Date: 28 MAR 2018 This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC •••••••••••,.cea-•— ••••••_...41,4", 6013.00psf (Service-Level) •••• •• ••••• ••• •••• ••• •••• Pp= 375 00#/ F -- 2718# co 0_ ..F) co r-- CO 1 Vista Structural Engineering,LLC Title 10'WALL-STATIC(WITH 6"TOE) Page: 1 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL ...:.............. Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.450 Soil height to ignore Mg for passive pressure = 12.00 in Surcharge Loads i Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 14.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 13.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 10.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in ,Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.23 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD Thickness = 10.00 Total Bearing Load = 6,555 lbs Rebar Size = # 5 ...resultant ecc. = 13.79 in Rebar Spacing = 10.00 Soil Pressure @ Toe = 2,803 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.750 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,924 psf th Level lbs= 2,842.0 Strength ACI Factored @ Heel = 0 psf g Footing Shear @ Toe = 0.6 psi OK Moment....Actual FootingShear Heel Service Level ft-#= @ 12.6 psi OK Strength Level ft-#= 9,816.3 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 13,093.5 Lateral Sliding Force = 2,159.5 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 2,949.6 lbs Strength Level psi= 28.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I Vista Structural Engineering,LLC Title 10'WALL-STATIC(WITH 6"TOE) Page: 2 . 444' ,, 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... VI Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2772 in2/ft (4/3)*As: 0.3696 in2/ft Min Stem T&S Reinf Area 2.400 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3275 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.331 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths 1 L Footing Design Results Toe Width = 0.50 ft 1Q2 )jggj Heel Width = 4.92 Factored Pressure = 3,924 0 psf Total Footing Width = 5.42 Mu':Upward = 473 5,228 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 12,507 ft-# Mu: Design = 434 7,280 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 12.59 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 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<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 Min footing T&S reinf Area 1.40 in2 Min footing T&S reinf Area per foot 0.26 in2 if If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel = 4,492.0 3.38 15,161.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 42.0 12.50 525.0 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 2,159.5 O.T.M. 8,289.2 Stem Weight(s) = 1,250.0 0.92 1,145.8 Earth @ Stem Transitions= _ = Footing Weight = 812.6 2.71 2,200.8 Resisting/Overturning Ratio = 2.23 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 6,554.6 lbs Vert.Component = Total= 6,554.6 lbs R.M.= 18,508.0 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 10'WALL-STATIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.144 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. L Vista Structural Engineering,LLC Title 10'WALL-STATIC(WITH 6"TOE) Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 441%11I Beaverton,OR 97008 Description.... 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 14_00ps (Service-Level •••••••••.•..-- ••• •••• • •• ••• Pp 375,00#/ 2160# 4- CN cr) CO (-4 8 Vista Structural Engineering,LLC Title 11'WALL-SEISMIC(WITH 6"TOE) Page: 1 j10t7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data Retained Height = 11.00 ft Allow Soil Bearing = 4,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore ini for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 726.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem \ (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary a Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.26 Ratio<1.5! Design Method = LRFD Thickness = 10.00 Total Bearing Load = 8,226 lbs Rebar Size = # 5 ...resultant ecc. = 21.81 in Rebar Spacing = 6.00 Soil Pressure @ Toe = 4,331 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.814 Allowable = 4,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 6,064 psf th Level lbs= 4,114.0 Strength ACI Factored @ Heel = 0 psf 9 Footing Shear @ Toe = 0.8 psi OK Moment....Actual FootingShear Heel Service Level ft-#= @ 24.7 psi OK Strength Level ft-#= 17,214.3 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 21,142.2 Lateral Sliding Force = 3,281.1 lbs Shear Actual less 100%Passive Force = - 417.5 lbs Service Level psi= less 100%Friction Force = - 3,701.6 lbs Strength Level psi= 41.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 802.5 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 IjJVista Structural Engineering,LLC Title 11'WALL-SEISMIC(WITH 6"TOE) Page: 2 7140 SW Queen Lane ob#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4861 in2/ft (4/3)*As: 0.6482 in2/ft Min Stem T&S Reinf Area 2.640 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.4861 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.62 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.331 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths 1 L Footing Design Results Toe Width = 0.50 ft 122 lel Heel Width = 5.67 Factored Pressure = 6,064 0 psf Total Footing Width = 6.17 Mu':Upward = 725 3,985 ft-# Footing Thickness = 13.00 in Mu':Downward = 41 19,241 ft-# Key Width = 0.00 in Mu: Design = 684 15,255 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.82 24.69 psi Key Distance from Toe = 2.00 Allow 1-Way Shear = 43.82 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 8.00 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<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 5.71 in,#5@ 8.86 in,#6@ 12.57 in,#7@ 17.14 in,#8@ 22.57 in,#9@ 28. Key: No key defined Min footing T&S reinf Area 1.73 in2 Min footing T&S reinf Area per foot 0.28 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.55 in #4@ 17.09 in #5@ 13.25 in #5@ 26.50 in #6@ 18.80 in #6@ 37.61 in 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 = 2,555.1 4.03 10,291.5 Soil Over Heel = 5,848.7 3.75 21,933.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 726.0 7.68 5,578.1 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 3,281.1 O.T.M. 15,869.6 Stem Weight(s) = 1,375.0 0.92 1,260.4 Earth @ Stem Transitions= = Footing Weight = 1,002.1 3.08 3,090.1 Resisting/Overturning Ratio = 1.66 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 8,225.9 lbs Vert.Component = Total= 8,225.9 lbs R.M.= 26,284.2 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 11'WALL-SEISMIC(WITH 6"TOE) Page: 3 . L 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 4%4 Beaverton,OR 97008 Description.... j Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,AC1 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.215 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. L Vista Structural Engineering,LLC Title 11'WALL-SEISMIC(WITH 6"TOE) Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 Beaverton,OR 97008 Description.... ' Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC #########sem 726_00psf (Service-Lever ###### ###### Pp= 417.53#/ 32.81# sa. cra r Vista Structural Engineering,LLC Title 11'WALL-STATIC(WITH 6"TOE) Page: 1 L 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 _:,....=.0) Beaverton,OR 97008 Description.... N 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data Retained Height = 11.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore lin for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = = =9 0.0 psf Lateral Load 14.0#/ft Adjacent Footing Load 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 14.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 11.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem ` (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.42 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Design Method = LRFD Thickness = 10.00 Total Bearing Load = 8,149 lbs Rebar Size = # 6 ...resultant ecc. = 14.48 in Rebar Spacing = 10.00 Soil Pressure @ Toe = 2,895 psf OK Reaed at = Edge Desiggnn Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa =- 0.773 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 4,053 psf th Level lbs= 3,437.0 Strength ACI Factored @ Heel = 0 psf g Moment....Actual Footing Shear @ Toe = 0.6 psi OK Service Level ft-#= Footing Shear @ Heel = 10.9 psi OK Strength Level ft-#= 13,047.4 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 16,883.4 Lateral Sliding Force = 2,569.0 lbs Shear Actual less 100%Passive Force = - 375.0 lbs Service Level psi= less 100%Friction Force = - 3,667.0 lbs Strength Level psi= 37.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 7.63 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS NOT Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 ' ; ) Vista Structural Engineering,LLC Title 11'WALL-STATIC(WITH 6"TOE) Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 28 MAR 2018 444 , Beaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wallin File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3968 in2/ft (4/3)*As: 0.5291 in2/ft Min Stem T&S Reinf Area 2.640 in2 200bd/fy:200(12)(7.625)/60000: 0.305 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3968 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.528 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.2395 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.50 ft 141 11111 Heel Width = 5.67 Factored Pressure = 4,053 0 psf Total Footing Width = 6.17 Mu':Upward = 492 9,517 ft-# Footing Thickness = 12.00 in Mu':Downward = 39 19,065 ft-# Key Width = 0.00 in Mu: Design = 453 9,548 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 10.91 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 43.82 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 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<phi*5*Iambda*sqrt(fc)*Sm Heel:#4@ 7.79 in,#5@ 12.07 in,#6@ 17.13 in,#7@ 23.37 in,#8@ 30.76 in,#9@ 38 Key: No key defined Min footing T&S reinf Area 1.60 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in LSummary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,520.0 4.00 10,080.0 Soil Over Heel = 5,848.7 3.75 21,933.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 49.0 13.75 673.8 Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 2,569.0 O.T.M. 10,753.8 Stem Weight(s) = 1,375.0 0.92 1,260.4 Earth @ Stem Transitions= Footing Weight = 925.1 3.08 2,852.4 Resisting/Overturning Ratio = 2.42 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 8,148.8 lbs Vert.Component = Total= 8,148.8 lbs R.M.= 26,046.5 *Axial live load NOT included in total displayed,or used for overturning 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. I Vista Structural Engineering,LLC Title 11'WALL-STATIC(WITH 6"TOE) Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH LjDate: 28 MAR 2018 ii, Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.143 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. L Vista Structural Engineering,LLC Title 11'WALL-STATIC(WITH 6"TOE) Page: 4 ' * 7140 SW Queen Lane 0141 Beaverton,OR 97008 ...„.........) Job#: Description.... Dsgnr: DMH Date: 28 MAR 2018 100 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 14_00psi (Service-Level •••••_•.•_•••-• - - •_•...._••• •••• •• •• Pp= 375 00#/ 2559# ,----------- 4- co ca. co 1.-- nzl: (7) co CNI Vista Structural Engineering,LLC Title 2'-0"WALL(2/S1.1)-STATIC Page: 1 L , 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 411114 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL I. Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 2.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 2.00 ef- Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore7 for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psfLateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) g Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.33 OK Wall Material Above"Ht" = Concrete Sliding = 2.03 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 493 lbs Rebar Size = # 5 ...resultant ecc. = 2.90 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 774 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.011 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,083 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 112.0 Footing Shear @ Toe = 0.5 psi OK Moment....Actual Footing Shear @ Heel = 1.1 psi OK Service Level ft-#= Strength Level ft-#= 74.7 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 157.5 lbs Shear Actual less 100%Passive Force= - 97.2 lbs Service Level psi= less 100%Friction Force = - 221.9 lbs Strength Level psi= 1.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 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 Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 2'-0"WALL(2/S1.1)-STATIC Page: 2 ':,......i...) 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 iiteitii Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0028 in2/ft (4/3)*As: 0.0038 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.33 ft Jae Heel Heel Width = 1.00 Factored Pressure = 1,083 0 psf Total Footing Width = 1.33 Mu':Upward = 55 3 ft-# Footing Thickness = 10.00 in Mu':Downward = 12 24 ft-# Mu: Design = 43 21 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.52 1.14 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.29 in2 Min footing T&S reinf Area per foot 0.22 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning &Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 157.5 1.00 157.5 Soil Over Heel = 73.3 1.17 85.5 Surcharge over Heel = Sloped Soil Over Heel = 3.1 1.22 3.7 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 = = Soil Over Toe = 0.17 Surcharge Over Toe = Total 157.5 O.T.M. 157.5 Stem Weight(s) = 250.0 0.67 166.6 Earth @ Stem Transitions= = Footing Weight = 166.6 0.67 111.1 Resisting/Overturning Ratio = 2.33 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 493.0 lbs Vert.Component = Total= 493.0 lbs R.M.= 366.9 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 2'-0"WALL(2/S1.1)-STATIC Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 411414, Beaverton,OR 97008 Description.... 91 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.040 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. L Vista Structural Engineering,LLC Title 2'-0"WALL(2/S1.1)-STATIC Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 ,01%1 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobskretainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 2 1 • • 411.. ..441040. 40440 oi•:10:p 40‘ I I W Pe 746.-4F4-417410-407 ••••••• 111.•••••41 ••••••• 110•••••41 Pp= 97.22#/ F77 1584 C) co (r) r-- r— Vista Structural Engineering,LLC Title 3'-6"WALL(2/S1.1)-STATIC Page: 1 :......) 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 siiii Beaverton,OR 97008 Description.... 1001 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 3.00 ft Allow Soil Bearing = 3,000.0 psf "e". Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.93 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 873 lbs Rebar Size = # 5 ...resultant ecc. = 5.30 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 1,226 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa =- 0.038 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,717 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 252.0 Moment....Actual Footing Shear @ Toe = 0.5 psi OK Service Level ft-#= Footing Shear @ Heel = 3.8 psi OK Strength Level ft = 252.0 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 316.1 lbs Shear Actual less 100%Passive Force= - 97.2 lbs Service Level psi= less 100%Friction Force = - 393.0 lbs Strength Level psi= 3.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 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 Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 ' 4444 Vista Structural Engineering,LLC Title 3'-6"WALL(2/S1.1)-STATIC Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... 1000 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL ..... dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0095 in2/ft (4/3)*As: 0.0127 in2/ft Min Stem T&S Reinf Area 0.672 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.33 ft I42 1129.1 Heel Width = 1.50 Factored Pressure = 1,717 0 psf Total Footing Width = 1.83 Mu':Upward = 88 15 ft-# Footing Thickness = 10.00 in Mu':Downward = 12 202 ft-# Key Width = 0.00 in Mu: Design = 76 187 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.52 3.85 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.40 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 275.0 1.42 389.5 Surcharge over Heel = Sloped Soil Over Heel = 19.1 1.56 29.7 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 = = Soil Over Toe = 0.17 Surcharge Over Toe = Total 316.1 O.T.M. 447.8 Stem Weight(s) = 350.0 0.67 233.2 Earth @ Stem Transitions= Footing Weight = 229.1 0.92 210.0 Resisting/Overturning Ratio = 1.93 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 873.2 lbs Vert.Component = Total= 873.2 lbs R.M.= 862.4 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 3'-6"WALL(2/S1.1)-STATIC Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 41141 Beaverton,OR 97008 Description.... ,1 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL 1Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC LIR ' 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 Defl @ Top of Wall(approximate only) 0.065 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. L Vista Structural Engineering,LLC Title 3'-6"WALL(2/S1.1)-STATIC Page: 4 \ 7140 SW Queen Lane Job#: Dsgnr: DMH 4104„.........._......) Date: 25 APR 2018 Beaverton,OR 97008 Description.... 1011 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 2 1 • ,-- v ...-• •• „•-•• .e-••••••••' ••••• ..-••••, •••••••• ••••, •••• ••• ••••• •• • • ••••• ••••• ••••• ••••• ••••• Pp 97.22V 316 co a. cp 6 eN, ,— ___ Vista Structural Engineering,LLC' ' \L Title 4'-6"WALL(2/S1.1)-STATIC Page: 1 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... '" Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore7 for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.98 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,187 lbs Rebar Size = # 5 ...resultant ecc. = 5.96 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 1,452 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK 3,000 fb/FB =+fa/Fa 0.090 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,032 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 448.0 Moment....Actual Footing Shear @ Toe = 0.5 psi OK Service Level ft-#_ Footing Shear @ Heel = 5.0 psi OK Strength Level ft-#= 597.3 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 408.8 lbs Shear Actual less 100%Passive Force= - 97.2 lbs Service Level psi= less 100%Friction Force = - 534.2 lbs Strength Level psi= 6.0 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 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 Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Vista Structural Engineering,LLC Title 4'-6"WALL(2/S1.1)-STATIC Page: 2 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 4,,44. Beaverton,OR 97008 Description.... 1011 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0226 in2/ft (4/3)*As: 0.0302 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 0.33 ft ]gg liggl Heel Width = 1.75 Factored Pressure = 2,032 0 psf Total Footing Width = 2.08 Mu':Upward = 105 53 ft-# Footing Thickness = 10.00 in Mu':Downward = 12 398 ft-# Mu: Design = 93 345 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.52 5.04 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.45 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 408.8 1.61 658.7 Soil Over Heel = 476.7 1.54 734.7 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 = = Soil Over Toe = 0.17 Surcharge Over Toe = Total 408.8 O.T.M. 658.7 Stem Weight(s) = 450.0 0.67 299.9 Earth @ Stem Transitions= = = Footing Weight = 260.4 1.04 271.2 Resisting/Overturning Ratio = 1.98 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 1,187.0 lbs Vert.Component = Total= 1,187.0 lbs R.M.= 1,305.7 *Axial live load NOT included in total displayed,or used for overturning 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. L° Vista Structural Engineering,LLC Title 4'-6"WALL(2/S1.1)-STATIC Page: 3 '; 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... VI Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Tilt ' Horizontal Deflection at TOD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.087 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. L Vista Structural Engineering,LLC Title 4'-6"WALL(2/S1.1)-STATIC Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 144 Beaverton,OR 97008 ) Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL .. ....... Email:dennis@vistastructural.com This Wall in File:cAusers\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC ••• ••••••• ••• • •••_,P6 - • •,,d, •••••• •• ••••••*fr ••••••• ••••• AL" ... ••••• •••••••• • •••• ••••• Pp= 97 22#/ 409# 9— U) CI- CN N.- Zrr: -cr Vista Structural Engineering,LLC Title 5'-6"WALL(2/S1.1)-STATIC Page: 1 L . 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 Beaverton,OR 97008 Description.... Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Criteria I Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height tove ignore ess '''' for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 6.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.15 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,800 lbs Rebar Size = # 5 ...resultant ecc. = 7.11 in Rebar Spacing = 15.00 Soil Pressure @ Toe = 1,620 psf OK RePlaced at = Edge Soil Pressure @ Heel = 0 psf OK Desiggnn Data fb/FB+fa/Fa = 0.176 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,269 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 700.0 Footing Shear @ Toe = 0.5 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 6.1 psi OK Strength Level ft-#= 1,166.7 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 6,633.1 Lateral Sliding Force = 595.5 lbs Shear Actual less 100%Passive Force= - 97.2 lbs Service Level psi= less 100%Friction Force = - 809.9 lbs Strength Level psi= 9.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 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 Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,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 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 V-6"WALL 2/S1.1 -STATIC Pae: 2 Vista Structural Engineering,LLC Title ( ) 9 ' j 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 44 Beaverton,OR 97008 Description.... 10 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0442 in2/ft (4/3)*As: 0.0589 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.33 ft 248 Hid Heel Width = 2.33 Factored Pressure = 2,269 0 psf Total Footing Width = 2.67 Mu':Upward = 119 310 ft-# Footing Thickness = 10.00 in Mu':Downward = 12 1,125 ft-# Mu: Design = 108 814 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.52 6.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.22 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 = 595.5 1.94 1,157.9 Soil Over Heel = 916.5 1.83 1,679.8 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 = = Soil Over Toe = 0.17 Surcharge Over Toe = Total 595.5 O.T.M. 1,157.9 Stem Weight(s) = 550.0 0.67 366.5 Earth @ Stem Transitions= = = Footing Weight = 333.3 1.33 444.2 Resisting/Overturning Ratio = 2.15 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 1,799.7 lbs Vert.Component = Total= 1,799.7 lbs R.M.= 2,490.5 *Axial live load NOT included in total displayed,or used for overturning 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. Vista Structural Engineering,LLC Title 5'-6"WALL(2/S1.1)-STATIC Page: 3 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 yolik Beaverton,OR 97008 Description.... S. Phone: (971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC 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 Defl @ Top of Wall(approximate only) 0.093 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. L Vista Structural Engineering,LLC Title 5'-6"WALL(2/S1.1)-STATIC Page: 4 7140 SW Queen Lane Job#: Dsgnr: DMH Date: 25 APR 2018 4011% I Beaverton,OR 97008 Description.... 1011 Phone:(971)645-0901 LOTS 173-179-SITE RETAINING WALL Email:dennis@vistastructural.com This Wall in File:c:\users\dennis\dropbox\vista structural engineering\vista jobs\retainpro files\1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Vista Structural Engineering,LLC •••••••••••••.•-• • .40••••**AI •••••••••46 •••••••••. •••••..4.- ••••0` •••• •••• •••• •••• ••4110• Pp= 97.22#/ PFPPPP 595# 4- 0_ c`4 •—•