Loading...
Specifications (3) nts-raz IC-000a-7 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 Mikebrown.segmail.com March 12, 2015 RECEIVED Andy Thomas Stonebridge Homes MAR 2 2015 4230 Galewood St., Suite 100 Lake Oswego, OR 97035 CITY OFTIGARI) Re: Lot 28, South View BUILDING DIVISION Tigard, OR Rear Retaining Wall Stonebridge Job Number: 1865 Engineer Job Number: DM15-018 Dear Andy: The rear retaining wall for the above referenced project may have a 5'-0"wide footing with a 2'- 6"heal and a minimum of 1'-0"of soil above the toe. I've attached the calculations to show that the all is okay. If you have any questions, please do not hesitate to contact me. StRRUCTURA< Sincerely, � o 0 P R O FE. j'GiNe 741 p i Michael K. Brown 9� 10, 2015.03.12 12:07:57-0; •e WINGS �� FkPIRATION DATE: 12-31=1-51 Michael K. Brown, S.E. • RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CORE ENGINEERING Criteria I Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIiSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf = Adjacent Footing Load = 0.0 lbs g Lateral Load 0.0#/ft 1 9 Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Axial Load Applied to Stem by a factor of 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 Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.14 OK Wall Material Above"Hr = Concrete Sliding = 1.63 OK Thickness = 8.00 Reber Size = # 4 Total Bearing Load = 3,052 lbs Rebar Spacing = 14.00 ...resultant ecc. = 1.74 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 717 psf OK fb/FB+fa/Fa = 0.494 Soil Pressure @ Heel = 504 psf OK Total Force @ Section lbs= 1,152.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 2,304.0 ACI Factored t Toe = 860 psf Moment Allowable = 4,665.4 ACI Factored @ Heel = 605 psf Shear Actual psi= 15.4 Footing Shear©Toe = 5.2 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 6.7 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 980.0 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 375.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,220.9 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2006,ACI Short Term Factor = Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CORE ENGINEERING Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.83 ft _at_ Heel Heel Width = 3.17 Factored Pressure = 860 605 psf Total Footing Width = 5.00 Mu':Upward = 1,388 2,029 ft-# Footing Thickness = 12.00 in Mu':Downward = 522 3,046 ft-# Mu: Design = 866 1,017 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.23 6.66 psi Key Depth = 0.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 37.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S'Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning& Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 1,652.2 3.75 6,193.0 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 = 0.92 Surcharge Over Toe = Total 980.0 O.T.M. 2 286,7 Stem Weight(s) = 650.0 2.16 1,406.2 Earth©Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 4.14 Key Weight = Vertical Loads used for Soil Pressure= 3,052.2 lbs Vert.Component = Total= 3,052.2 lbs R.M.= 9,474.2 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CORE ENGINEERING Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0,00 pcf FootingllSoil Friction = 0.400 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 = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 has been increased 1.00 Footing Type Line Load .- by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.442 Added seismic base force 231.0 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.122 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 139.3 lbs >1.1, therefore okay since seismic loads included. RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06059393 Ca tilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CORE ENGINEERING Design Summary I Stem Construction I Top Stem ~ Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.43 OK Wall Material Above"Ht" = Concrete Sliding = 1.17 Rati <1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,000 lbs Rebar Spacing = 10.00 ...resultant ecc. = 8.00 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,080 psf OK Design Data Soil Pressure @ Heel = 120 psf OK Total T +fa/Fa 0.889 Force @ Section lbs 1,589.5 Allowable = 1,995 psf Total Soil Pressure Less Than Allowable Moment....Actual ft-#= 3,810.6 ACI Factored @ Toe = 1,296 psf Moment Allowable = 4,284.1 ACI Factored @ Heel = 144 psf Shear Actual psi= 26.4 Footing Shear @ Toe = 8.9 psi OK Shear Allowable psi= 75.0 Footing Shear c@ Heel = 12.2 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 1,350.3 lbs LAP SPLICE IF BELOW in less 100%Passive Force = - 375.0 lbs HOOK EMBED INTO FTG in= 7.89 less 100%Friction Force = - 1,199.9 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 450.6 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2006,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.83 ft ate Heel Heel Width = 3.17 Factored Pressure = 1,296 144 psf Total Footing Width = 5.00 Mu':Upward = 1,935 1,243 ft-# Footing Thickness = 12.00 in Mu':Downward = 522 3,465 ft-# Mu: Design = 1,412 2,221 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.92 12.19 psi Key Depth = 0.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 37.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:#4@ 9.50 in,#5@ 14.50 in,#6@ 20.50 in,#7@ 28.00 in,#8@ 36.75 in,#9@ 46 Key: No key defined RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 1,762.2 3.67 6,458.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 231.0 4.20 970.3 Soil Over Toe = 0.92 Seismic Stem Self Wt = 139.3 4.25 828.8 Surcharge Over Toe = Total 1,350.3 O.T.M. 3,848.9 Stem Weight(s) = 487.5 2.08 1,014.0 Earth @ Stem Transitions = _ = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.43 Key Weight = Vertical Loads used for Soil Pressure= 2,999.7 lbs Vert.Component = Total= 2,999.7 lbs R.M.= 9,347.5 If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09. 1807.2.3. resistance.but is included for soil pressure calculation. DESIGNER NOTES: