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Specifications
Retaining Wall Design Specs Design Values Bearing Pressure= 1500 psf Passive Pressure= 250 pcf/ft Active Pressure= 35 pcf/ft Coef. Of Friction= 0.35 W6.0&W7.0 Top of Wall Finish Grade Height of Wall Exposed (ft.) (ft.) (ft.) 1 308.9 303.8 5.1 2 308.8 304.4 4.4 3 307.5 306.9 0.6 4 309 308.7 0.3 5 310 307.3 2.7 Max= 5.1 Min = 0.3 Average= 2.6 Median= 2.7 Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 4'-0":Retained Soil Height Page: 1 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 4'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Criteria I Soil Data II Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 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 = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 7 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 = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft hi 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 = 2.61 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,314 lbs Rebar Size = # 5 ...resultant ecc. = 4.81 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,084 psf OK Rebar laced at = Edge D Soil Pressure @ Heel = 3 psf OK Design Data fb/FB+fa/Fa = - 0.100 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,518 psf ACI Factored @ Heel = 4 psf Strength Level lbs= 432.1 MomentActual Footing Shear @ Toe = 0.3 psi OK Service Level ft-#= Footing Shear @ Heel = 3.6 psi OK Strength Level ft-#= 556.1 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 5,565.4 Lateral Sliding Force = 411.9 lbs Shear Actual less 100%Passive Force= - 189.0 lbs Service Level psi= less 100%Friction Force = - 459.7 lbs Strength Level psi= 5.8 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' = considered in the calculation of soil bearing pressures. Wall Weight psf 100.0 Load Factors Short Term Factor = Building Code IBC 2015,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 Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 4'-0"Retained Soil Height Page: 2 14718 NW Delia Street Dsgnr: Date: 27 NOV-2018 Portland,Oregon 97229 Description.... (971)645-0901 4'-0"Retained Soil Height denn i s@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0211 in2/ft (4/3)*As: 0.0281 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: 0.2067 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 Footing Design Results Toe Width = 0.50 ft jQ& Jjggj Heel Width = 1.92 Factored Pressure = 1,518 4 psf Total Footing Width = 2.42 Mu':Upward = 177 207 ft-# Footing Thickness = 11.02 in Mu':Downward = 32 553 ft-# Mu: Design = 145 346 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.33 3.60 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 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 = #5 @ 6.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 10.08 in,#5@ 15.63 in,#6@ 22.18 in,#7@ 30.25 in,#8@ 39.83 in,#9@ 5 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 0.24 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4©10.08 in #4@ 20.17in #5@ 15.63 in #5@ 31.26 in #6@ 22.18 in #6@ 44.36 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 = 341.6 1.47 503.1 Soil Over Heel = 481.4 1.79 862.5 Surcharge over Heel = 70.3 2.21 155.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 62.5 1.79 112.0 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 = 36.7 0.25 9.2 Surcharge Over Toe = Total 411.9 O.T.M. 658.4 Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions= = = Footing Weigh' = 332.9 1.21 402.4 Resisting/Overturning Ratio = 2.61 Key Weight = Vertical Loads used for Soil Pressure= 1,313.5 lbs Vert.Component = 2.42 Total= 1,313.5 lbs R.M.= 1,719.4 *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 considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project NamelNumber:Site Retainin Vista Structural Engineering,LLC Title 4'-0"Retained Soil Height Page: 3 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 4'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC LTilt ' 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) 0.050 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. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 4'-0"Retained Soil Height Page: 4 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 4'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC DESIGNER NOTES: Site Retaining Wall Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 4'-0"Retained Soil Height Page: 5 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 4'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Rebar Lap& Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 21.36 in Development length for#5 bar specified in this stem design segment= 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 8.01 in As Provided= 0.2067 in2/ft As Required= 0.1728 in2/ft Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 4'-0":Retained Soil Height Page: 6 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 4'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC 50.00psf+► . w i ►. r•am• ••••:,Pp= 189 03# PPP 412# CO) ,O CL. CL (C, '2 CI co nr c-i OD CD r • Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 1 • 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Criteria 1 Soil Data I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 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 = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Ing Soil height to ignore for passive pressure = 8.00 in Surcharge Loads I Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used 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) _ Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary I Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.95 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,891 lbs Rebar Size = # 5 ...resultant ecc. = 6.79 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,469 psf OK Rebar Placed at = Edge Design Data Soil Pressure©Heel = 73 psf OK fb/FB+fa/Fa = - 0.348 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,056 psf Service Level lbs= ACI Factored @ Heel = 102 psf Strength Level lbs= 987.0 Footing Shear @ Toe = 0.5 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 4.5 psi OK Strength Level ft-#= 1,937.8 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 5,565.4 Lateral Sliding Force = 842.8 lbs Shear Actual less 100%Passive Force= - 291.7 lbs Service Level psi= less 100%Friction Force = - 1,011.9 lbs Strength Level psi= 13.3 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 Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,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 Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 2 14718 NW Delia StreetDsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height dennis a@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318 14,AC1 530 13 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0734 in2/ft (4/3)*As: 0.0978 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ftMin Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ftHorizontal Reinforcing Options One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2067 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 r Footing Design Results Toe Width = 0.50 ft ZQg lige( Heel Width = 3.25Factored Pressure = 2,056 102 psf Total Footing Width = 3.75 Mu':Upward = 246 1,839 ft-# Footing Thickness = 12.00 in Mu': Downward = 34 3,290 ft-# Mu: Design = 213 1,451 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.52 4.53psi Key Depth = 0.00 in Allow1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi FY = 60,000 psiHeel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 6.00 in 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: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layersof horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70in #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 = 739.4 2.17 1,602.0 Soil Over Heel = 1,562.9 2.46 3,842.2 Surcharge over Heel = 103.4 3.25 336.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 129.2 2.46 317.5 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 = 36.7 0.25 9.2 Surcharge Over Toe = Total 842.8 O.T.M. 1,938.1 Stem Weight(s) = 600.0 0.83 500.0 Earth @ Stem Transitions= = = Footing Weight = 562.5 1.88 1,054.7 Resisting/Overturning Ratio = 2.95 Key Weight = Vertical Loads used for Soil Pressure= 2,891.3 lbs Vert.Component = 3.75 Total= 2,891.3 lbs R.M.= 5,723.6 *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 considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 3 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 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) 0.065 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. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0"Retained Soil Height Page: 4 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC DESIGNER NOTES: Site Retaining Wall Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 5 14118 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering, LLC Rebar Lap& Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 21.36 in Development length for#5 bar specified in this stem design segment= 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 8.78 in As Provided= 0.2067 in2/ft As Required= 0.1728 in2/ft Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 6 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC 50.00psf T T Alois+*+til Pp= 291.67#4111 843 n *Xi OD C.) Ef' Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 8'-0"Retained Wall Height Page: 1 14718 NW Delia Street Dsgnr: Project Designer... Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height denn is@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Criteria I Soil Data I 1 Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 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 = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Seismic(E) (Service Level) Footing Type e 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 = 3.62 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 5,168 lbs Rebar Size = # 5 ...resultant ecc. = 7.21 in Rebar Spacing = 14.00 Soil Pressure @ Toe = 1,589 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 319 psf OK 2,000 psffb/FB+fa/Fa -- 0.657 Allowable = Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,225 psf ACI Factored @ Heel = 446 psf Strength Level lbs= 1,765.9 Moment....Actual Footing Shear @ Toe = 0.7 psi OK Service Level ft-#= Footing Shear @ Heel = 5.2 psi OK Strength Level ft-#= 4,653.4 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 7,086.1 Lateral Sliding Force = 1,399.6 lbs Shear Actual less 100%Passive Force= - 316.0 lbs Service Level psi= less 100%Friction Force = - 1,808.7 lbs Strength Level psi= 23.8 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' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,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 Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 8'-0"Retained Wall Height Page: 2 14718 NW Delia Street Dsgnr: Project Designer... Date: 27 NOV 20.18 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1762 in2/ft (4/3)*As: 0.2349 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: 0.2349 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 = 0.75 ft IQg tj221 Heel Width = 4.67 Factored Pressure = 2,225 446 psf Total Footing Width = 5.42 Mu':Upward = 603 7,075 ft-# Footing Thickness = 12.00 in Mu':Downward = 75 10,002 ft-# Mu: Design = 527 2,927 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.67 5.16 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 14.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 6.00 in 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:#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 /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 = 1,264.4 2.83 3,582.4 Soil Over Heel = 3,300.3 3.42 11,276.5 Surcharge over Heel = 135.2 4.25 574.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 200.0 3.42 683.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 55.0 0.38 20.6 Surcharge Over Toe = Total 1,399.6 O.T.M. 4,157.1 Stem Weight(s) = 800.0 1.08 866.7 Earth @ Stem Transitions= = = Footing Weight = 812.6 2.71 2,200.8 Resisting/Overturning Ratio = 3.62 Key Weight = Vertical Loads used for Soil Pressure= 5,167.8 lbs Vert.Component = 5.42 Total= 5,167.8 lbs R.M.= 15,048.0 *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 considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. • Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 8'-0"Retained Wall Height Page: 3 14718 NW Delia Street Dsgnr: Project Designer... Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 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) 0.065 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. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 8'-0"Retained Wall Height Page: 4 14718 NW Delia Street Dsgnr: Project Designer... Date: 27 NOV 2Q18 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC DESIGNER NOTES: Site Retaining Wall Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 8'-0"Retained Wall Height Page: 5 14718 NW Delia Street Dsgnr: Project Designer... Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 license:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Rebar Lap& Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 21.36 in Development length for#5 bar specified in this stem design segment= 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 8.47 in As Provided= 0.2657 in2/ft As Required= 0.2349 in2/ft Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 8'-0":Retained Wall Height Page: 6 14718 NW Delia Street Dsgnr: Project Designer... Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastru ctural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC 50 00psf T •tea• Pp= 315 97# 1400# v N Cl- CO C) CO CO LC) • Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0"Retained Soil Height Page: 1 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height(SEISMIC ANALYSIS) den n is@vistastru ctural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Criteria I Soil Data r Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 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 = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingJlSoil Friction = 0.350 Soil height to ignore for passive pressure = 8.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load U Surcharge Over Heel = 50.0 psf Lateral Load = 182.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.80 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 2.80 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 Q,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 = 2.10 OK Wall Material Above"Ht" = Concrete Sliding = 1.27 Ratio< 1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,891 lbs Rebar Size = # 5 ...resultantecc. = 10.04 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,856 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa -- 0.456 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,598 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 1,169.0 g Moment....Actual Footing Shear @ Toe = 0.5 psi OK Service Level 11-#_ Footing Shear @ Heel = 8.0 psi OK Strength Level ft-#= 2,538.4 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 5,565.4 Lateral Sliding Force = 1,024.8 lbs Shear Actual less 100%Passive Force= - 291.7 lbs Service Level psi= less 100%Friction Force = - 1,011.9 lbs Strength Level psi= 15.7 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 233.6 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 Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,AC1 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 Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0"Retained Soil Height Page: 2 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height(SEISMIC ANALYSIS) denn is@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0961 in2/ft (4/3)*As: 0.1282 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: 0.2067 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 IQg lied Heel Width = 3.25 Factored Pressure = 2,598 0 psf Total Footing Width = 3.75 Mu': Upward = 307 1,029 ft-# Footing Thickness = 12.00 in Mu': Downward = 34 3,290 ft-# Mu: Design = 274 2,261 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.52 8.03 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 6.00 in 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: No key defined Min footing T&S reinf Area 0.97 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 I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 1,562.9 2.46 3,842.2 Surcharge over Heel = 103.4 3.25 336.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 129.2 2.46 317.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 182.0 4.30 782.6 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 36.7 0.25 9.2 Surcharge Over Toe = Total 1,024.8 O.T.M. 2,720.7 Stem Weight(s) = 600.0 0.83 500.0 Earth @ Stem Transitions= = = Footing Weight = 562.5 1.88 1,054.7 Resisting/Overturning Ratio = 2.10 Key Weight = Vertical Loads used for Soil Pressure= 2,891.3 lbs Vert. Component = 3.75 Total= 2,891.3 lbs R.M.= 5,723.6 *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 considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 3 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height(SEISMIC ANALYSIS) dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 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) 0.082 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. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0":Retained Soil Height Page: 4 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height(SEISMIC ANALYSIS) dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC DESIGNER NOTES: Site Retaining Wall(F.S.ALLOWABLE= 1.1 FOR SEISMIC ANALYSIS) Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0"Retained Soil Height Page: 5 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height(SEISMIC ANALYSIS) dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC Rebar Lap& Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 21.36 in Development length for#5 bar specified in this stem design segment= 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 8.78 in As Provided= 0.2067 in2/ft As Required= 0.1728 in2/ft Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title 6'-0"Retained Soil Height Page: 6 14718 NW Delia Street Dsgnr: Date: 27 NOV 2018 Portland,Oregon 97229 Description.... (971)645-0901 6'-0"Retained Soil Height(SEISMIC ANALYSIS) dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Vista Structural Engineering,LLC 50.00psf 182-00psf 111(Service-Level 74111,Nrilin IF 11••••••11 AitniltA Pp= 2016 #A" 1025# co c COLO 4 VD Project Name/Number:Site Retainin VisStructural Engineering,LLC Title • Page: 1 1471ta 8 NW Delia Street Dsgnr: Project Designer... Date: 22 JUN 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:Vista Structural Engineering,LLC Criteria r Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 6.00 in • • Surcharge Loads 1 Lateral Load Applied to Stem r 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 = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = 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 = 4.84 OK Wall Material Above"Ht" = Concrete Sliding = 2.27 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 5,858 lbs Rebar Size = # 5 ...resultant ecc. = 2.04 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 922 psf OK Rebarat = Edge Dattao Soil Pressure @ Heel = 694 psf OK Design D fb/FB+fa/Fa = 0.455 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,291 psf Service Level lbs= ACI Factored @ Heel = 972 psf Strength Level lbs= 2,048.0 Footing Shear @ Toe = 9.7 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 5.0 psi OK Strength Level ft-#= 5,461.3 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 11,990.5 Lateral Sliding Force = 1,711.3 lbs Shear Actual less 100%Passive Force= - 1,546.9 lbs Service Level psi= less 100%Friction Force = - 2,343.1 lbs Strength Level psi= 27.6 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' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2018,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 Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title Page: 2 14718 NW Delia Street Dsgnr: Project Designer... Date: 22 JUN 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height denn is@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:Vista Structural Engineering,LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2068 in2/ft (4/3)*As: 0.2757 in2/ft Min Stem T&S Reinf Area 1.632 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: 0.465 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 = 3.25 ft Jsg HIM Heel Width = 4.00 Factored Pressure = 1,291 972 psf Total Footing Width = 7.25 Mu':Upward = 6,564 5,670 ft-# Footing Thickness = 15.00 in Mu':Downward = 2,583 7,117 ft-# Mu: Design = 3,982 1,447 ft4 Key Width = 0.00 in Actual 1-Way Shear = 9.74 5.04 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 2.08 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 11.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 6.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in,#5@ 11.48 in,#6@ 16.30 in,#7@ 22.22 in,#8@ 29.26 in,#9@ 37 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.35 in2 Min footing T&S reinf Area per foot 0.32 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 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 = 1,711.3 3.08 5,276.4 Soil Over Heel = 2,933.3 5.58 16,377.8 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 = 715.0 1.63 1,161.9 Surcharge Over Toe = Total 1,711.3 O.T.M. 5,276.4 Stem Weight(s) = 850.0 3.58 3,045.8 Earth @ Stem Transitions= = = Footing Weight = 1,359.4 3.63 4,927.7 Resisting/Overturning Ratio = 4.84 Key Weight = 2.08 Vertical Loads used for Soil Pressure= 5,857.7 lbs Vert.Component = 7.25 Total= 5,857.7 lbs R.M.= 25,513.2 *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 considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project Name/Number:Site Retainin Vista Structural Engineering, LLC Title Page: 3 14718 NW Delia Street Dsgnr: Project Designer... Date: 22 JUN 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 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) 0.030 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. Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title • Page: 4 14718 NW Delia Street Dsgnr: Project Designer... Date: 22 JUN 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:Vista Structural Engineering,LLC DESIGNER NOTES: Site Retaining Wall Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title Page: 5 14718 NW Delia Street Dsgnr: Project Designer... Date: 22 JUN 2018 Portland,Oregon 97229 Description.... (971)645-0901 8'-0"Retained Wall Height dennis@vistastructural.com This Wall in File:C:\Users\Dennis\Dropbox\Vista Structural Engineering\Vista Jobs\Polygon Northwest RetainPro(c)1987-2018, Build 11.18.09.29 License:KW-06061071Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:Vista Structural Engineering,LLC Rebar Lap& Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 21.36 in Development length for#5 bar specified in this stem design segment= 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 9.59 in As Provided= 0.4650 in2/ft As Required= 0.2475 in2/ft Project Name/Number:Site Retainin Vista Structural Engineering,LLC Title Page: 6 14718 NW Delia Street Dsgnr: Project Designer... Date: 22 JUN 2(Y18 Portland,Oregon 97229 Description.... 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