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Plans Nc),(p ) 1 l 94`"CA . 0(1/4-s - DiLe - dbs° S 45> 99 T. R O R.. ��,ED PROPe8 pf W Cl, u • 4 MBAR„N„ � 4GINFF. Qy A.4 e a , ., � LAI'48 PIA. @� 5$ 67P �. / •t , ,�. �,, er 0 EGO 'P 43817 _ `� #4 a IO" O.C. OC 0 cs, 7' .1g9 o'lsSREc7srF.1�;. stir, ., X00,T. R Ov4>" SIDNAL ,,'' EXPIRES: DEC.31, 2" CLXA12 6ACKPILL WALL W11-1 FI2M-12I2AINING GRANLLAR MATIt?1AL H Mt3AR "M" - City of Tigard 3" PIA.I'E{;F.eir 1 Approved Plans WITH FIL.TF FAINICG� H/2 By..-.i_. Date ` #4a16" O.G. t2 PAR "O" l A,-'/>,%,',,,,,•:.- 3" CLf At; 3„ _ REVISION 5 GUAR V ___.Ws--- A OFFICE COPY CR1G RETAINING WALL DETAIL - LEVEL BACKFILL 0 DRAWING NOT TO SCALE,SEE WALL SCHEDULE FOR DIMENSIONS RETAINING WALL SCHEDULE H W$ A C B Bar"M" Bar"N" Bar"0" 4'-3" 8" 8" 2'-1" 3'-5" #5- 18"oc #5-18"oc #4-18"oc 6'-3" 8" 8" 3'-10" 5'-2" #5- 18"oc #5- 18"oc #4- 18"oc 8'-3" 8" 8" 5'-4" 6'-8" #4-9"oc #5-18"oc #5-11"oc 10'-3" 8" 1'-2" 7-2" 9' #5-9"oc #5-18"oc #5-11"oc ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 LEVEL BACKFILL ONLY HfiII - Ht 1'-3" B1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall.EFP=40 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 0 Date: 11/4/2016 RJM (503)254-6292 Use menu item Settings>Printing&Title Block Title R1G Gant 40 psf Page: to set these five lines of information Job# 4 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:11precision390\redco1eng-prj\retaining walls\retain pro 2007\cop standard walls 1 RetainPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ROWELL ENGINEERING Criteria , Soil Data ' Retained Height = 3.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0,00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = _ Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft j Water height over heel = 0,0 ft Soil Density,Heel = 110.00 pcf ""' Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 -a„ Soil height to ignore w-- for passive pressure = 12.00 in Surcharge Loads 11 L Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 2.05 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 1.05 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load ppby a factor of Base Above/Below Soil Axial Dead Load = 125.0 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 Ftc ft= 0,00 Overturning = 4.65 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,856 lbs Rebar Size = # 5 ...resultant ecc. = 2.93 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 778 psf OK Design DaRebar Da Placed at = Edge ta Soil Pressure @ Heel = 310 psf OK fb/FB+fa/Fa = 0.080 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,089 psf Service Level lbs= ACI Factored @ Heel = 435 psf Strength Leve lbs= 398.7 Footing Shear @ Toe = 0.0 psi OK MomeLevelnt....Actual Footing Shear @ Heel = 2.4 psi OK Service Lft-#= Allowable = 82.2 psi Strength Leve ft#= 445.1 Sliding Calcs Moment Allowable = 5.565,4 Lateral Sliding Force 2. 438,5 lbs Shear Actual less 100%Passive Force= - 56.3 lbs Service Level psi= less 100% Friction Force = - 613.2 lbs Strength Leve psi= 5.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 100.0 Rebar Depth 'd' in= 6,19 Masonry Data ._ fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = considered in the calculation of soil bearing pressures, Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= 3,000.0 Wind,W 1.300 Fy psi= 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title R1G Gant 40 psf Page: to set these five lines of information Job# 4 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:\\precision390\redco\eng-prj\retaining wallslretain pro 20071cop standard walls 1 RetainPro(c)1987-2015, Build 11.15.7.02 license:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ROWELL ENGINEERING Footing Dimensions &Strengths I Footing Design Results U Toe Width = 0.66 ft Toe Heel Heel Width = 2.75 Factored Pressure = 1,089 435 psf Total Footing Width = 3.41 Mu':Upward = 228 1,232 ft-# Footing Thickness = 15.00 in Mu':Downward = 57 1,757 ft-# Mu: Design = 171 524 ft-# Key Width = 8.00 in Actual 1-Way Shear = 0.00 2.43 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 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: Not req'd:Mu<phi"5"lambda"sgrt(fc)"Sm I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 361.3 1.42 511.8 Soil Over Heel = 687.5 2.37 1,628.2 Surcharge over Heel = 77.3 2.13 164.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 125.0 0.99 124.2 Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 436.5 O.T.M. 676.0 Stem Weight(s) = 300.0 0.99 298.0 Earth @ Stem Transitions= = = Footing Weight = 639.4 1.71 1,090,1 Resisting/Overturning Ratio = 4.65 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 1,856.0 lbs Vert.Component = Total= 1,751.9 lbs R.M.= 3,140.5 "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 considered in the calculation of Overturning Resistance. 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) 0.019 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. Use menu item Settings>Printing&Title Block Title R1G Cant 40 psf Page: to set these five lines of information Job# 6 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:11precision3901redcoleng-prj\retaining walls\retain pro 2007\cop standard walls 1 RetainPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ROWELL ENGINEERING Criteria 1 Soil Data ' Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method . Heel Active Pressure = 40.0 psf/ft • Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft r Water height over heel = 0.0 ft Soil Density,Heel = 110,00 pcf .,,. Soil Density,Toe = 0.00 pcf @... ' FootingliSoil Friction = 0.350 , Soil height to ignore a= for passive pressure = 12.00 in i Surcharge Loads I j Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 3.25 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 2.25 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft r._.._ has been increased 1.00 Footing Type Line Load l` Axial Load Applied to Stem ` by a factor of Base Above/Below Soil _ 0.0 ft Axial Dead Load = 125.0 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 0 I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.02 OK Wall Material Above"Ht" = Concrete Sliding = 1,51 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 3.893 lbs Rebar Size = # 5 ...resultant ecc. = 4.47 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,081 psf OK Rebar 00 To D Soil Pressure @ Heel = 428 psf OK 1,500 psffb/FB+fa/Fa = 0.324 Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,513 psf Service Level lbs= ACI Factored @ Heel = 599 psf Strength Leve lbs= 1,004.5 Footing Shear @ Toe = 0.0 psi OK Moment..,.Level Footing Shear @ Heel = 4.6 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Leve ft-#= 1,803.0 Sliding Calcs Moment Allowable = 5,565.4 Lateral Sliding Force = 894.9 lbs Shear Actual less 100%Passive Force= - 56.3 lbs Service Level psi= less 100%Friction Force = - 1,295.3 lbs Strength Leve psi= 13.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 100.0 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. Short Term Factor = Load Factors _ Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data .. Earth,H 1.700 fc psi= 3,000.0 Wind,W 1.300 Fy psi= 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title R1G Gant 40 psf Page: to set these five lines of information Job# 6 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:1\precision3901redco\eng-prj\retaining wallslretain pro 2007\cop standard walls 1 RetainPro(c)1987-2015, Build 11,15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI318-11,AC1530-11 License To:ROWELL ENGINEERING Footing Dimensions &Strengths 1 ' Footing Design Results I Toe Width = 0.66 ft Toe Heel Heel Width = 4.50 Factored Pressure = 1.513 599 psf Total Footing Width = 5.16 Mu':Upward = 321 6,065 ft-# Footing Thickness = 15.00 in Mu':Downward = 57 8,211 ft-# Mu: Design = 264 2,146 ft-# Key Width = 8.00 in Actual 1-Way Shear = 0.00 4.57 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 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: Not req'd:Mu<phi`5"lambda"sgrt(fc)'Sm Summary of Overturning & Resisting Forces &Moments .....OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 781,3 2.08 1,627.6 Soil Over Heel = 2,108.3 3.24 6,838.0 Surcharge over Heel = 113.6 3.13 355.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 125.0 0.99 124.2 Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe Surcharge Over Toe = 1,982.7 Stem Weight(s) = 500.0 0.99 496.7 Total 894.9 O.T.M. Earth @ Stem Transitions= = = Footing Weight = 967.5 2.58 2,496.2 Resisting/Overturning Ratio = 5.02 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 3,892.5 lbs Vert.Component = Total= 3,700.8 lbs R.M.= 9,955.0 '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 considered in the calculation of Overturning Resistance. 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) 0.029 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wail would then tend to rotate into the retained soil, Use menu item Settings>Printing&Title Block Title RIG Cant 40 psf Page: to set these five lines of information Job# 8 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:11precision3901redcoleng-prj\retaining wallslretain pro 2007\cop standard walls 1 RetainPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To: ROWELL ENGINEERING Criteria I Soil Data I �: n--- Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = "n Height of Soil over Toe = 0.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf - 1 FootingliSoil Friction = 0.350 rl Gt, a. Soil height to ignore ...,' -- "° - for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem I [Adjacent Footing Load t. 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 = 4.45 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.45 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has a abeen increased 1.00 Footing Type Line Load y Base Above/Below Soil _ 0.0 ft Axial Dead Load = 125.0 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 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2.75 0.00 Overturning = 5.14 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.52 OK Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 6,447 lbs Rebar Size = # 5 # 4 ...resultant ecc. = 6.31 in Rebar Spacing = 18.00 9.00 Soil Pressure @oe = 1,426 psf OK Rebar Placed at = Edge Edge T Soil Pressure @ Heel = 510 2psf OK Design Data - -- 1,500fb/FB+fa/Fa _ 0.206 0.646 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,997 psf Service Level lbs= ACI Factored @ Heel = 713 psf Strength Leve lbs= 745.5 1,882.4 Footing Shear @ Toe = 0.0 psi OK Actual Service Level Moment....Level Footing Shear @ Heel = 7.0 psi OK ft-#= Strength Leve ft-#= 1,149.2 4,644.6 Allowable = 82.2 psi Sliding Calcs Moment Allowable ft-ti= 5,565.4 7,185.3 Lateral Sliding Force = 1,511.3 lbs Shear Actual less 100%Passive Force= - 42.2 lbs Service Level psi= less 100%Friction Force = - 2,256.5 lbs Strength Leve psi= 10.0 25.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 82.2 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.19 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= 3,000.0 3,000.0 Wind,W 1.300 Fy psi= 60,000.0 60.000.0 Seismic,E 1.000 • Use menu item Settings>Printing&Title Block Title RIG Gant 40 psf Page: to set these five lines of information Job# 8 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:11precision3901redcoleng-prjlretaining wallslretain pro 2007\cop standard walls 1 RetainPro(c)1987.2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ROWELL ENGINEERING Footing Dimensions &Strengths I : Footing Design Results 1 Toe Width = 0.66 ft Toe Heel Heel Width = 6.00 Factored Pressure = 1,997 713 psf Total Footing Width = 6.66 Mu':Upward = 426 15,020 ft-# Footing Thickness = 15.00 in Mu':Downward = 57 20,274 ft-# Mu: Design = 369 5,254 ft-# Key Width = 8.00 in Actual 1-Way Shear = 0.00 7.04 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4 @ 9.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 11.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 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:#4@ 7.41 in,#5©11.48 in,#6@ 16.30 in,#7@ 22,22 in,#8@ 29.26 in,#9@ 37 Key: Not req'd:Mu<phi"5"lambda"sgrt(fc)*Sm Summary of Overturning & Resisting Forces&Moments M OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,361.3 2.75 3,743.4 Soil Over Heel = 4,106.7 3.99 16,399.3 Surcharge over Heel = 150.0 4.13 618.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 266.7 3.99 1,064.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 125.0 0.99 124.2 Load©Stem Above Soil= "Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 1,511.3 O.T.M. 4,362.2 Stem Weight(s) = 700.0 0.99 695.3 Earth @ Stem Transitions = = Footing Weight = 1,248.8 3.33 4,158.3 Resisting/Overturning Ratio = 5.14 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 6,447.1 lbs Vert.Component = Total= 6,447.1 lbs R.M.= 22 442.0 •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. 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) 0.042 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then lend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title RIG Cant 40 psf Page: to set these five lines of information Job# 10 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:11precision3901redco1eng-prj1retaining wallslretain pro 20071cop standard walls 1 RetainPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ROWELL ENGINEERING _Criteria I Soil Data 1 Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = F£ Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft `I Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf F C___ Soil Density,Toe = 0.00 pcf I ... I - ,' FootingllSoil Friction = 0.350HI Soil height to ignore r , ' for passive pressure = 15.00 in Surcharge Loads 1 I Lateral Load Applied to Stern ` 1 Adjacent Footing Load 11 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#lft Adjacent Footing Load = 0,0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 5.65 ft Footing Width = 0.00 ft Surcharge Over Toe = 0,0 psf ...Height to Bottom = 4.65 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft : Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load PP by a factor of Base Above/Below Soil Axial Dead Load = 125.0 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 I Design Summary I Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 4.00 0.00 Overturning = 5.85 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.50 OK Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 10,162 lbs Rebar Size = # 5 # 5 ..,resultant ecc. = 5.15 in Rebar Spacing = 18.00 9.00 Soil Pressure @Toe = 1,452 psf OK Rebar Placed at = Edge Edge Design Data Soil Pressure @ Heel = 806 psf OK fb/FB+fa/Fa = 0.324 0.885 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,033 psf Service Level lbs= ACI Factored @ Heel = 1,128 psf Strength Leve lbs= 1.004.5 3,032.2 Footing Shear @ Toe = 2.7 psi OK Moment....Actual ce.Level Footing Shear @ Heel = 11.7 psi OK Service Leve f14-#_ Allowable = 82.2 psi Strength Leve ft#= 1,803.0 9,513.8 Sliding Calle Moment.....Allowable ft-#= 5,565.4 10,752.8 Lateral Sliding Force = 2,287.6 lbs Shear Actual less 100%Passive Force= - 0.0 lbs Service Level psi= less 100%Friction Force = - 3,431.5 lbs Strength Leve psi= 13.5 40.8 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82,2 82.2 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.19 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. Short Term Factor = Load Factors _ Equiv.Solid Thick. = Building Code IBC 2012,ACI� Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data fc psi= 3,000.0 3,000.0 Earth,H 1.700 Fy psi= 60,000.0 60,000.0 Wind,W 1.300 Seismic,E 1.000 • Use menu item Settings>Printing&Title Block Title RIG Cant 40 psf Page: to set these five lines of information Job# 10 ft : Dsgnr: TTR Date: 4 NOV 2016 for your program. Description.... This Wall in File:\\precision390\redco\eng-prj\retaining walls\retain pro 2007\cop standard walls 1 RetainPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ROWELL ENGINEERING Footing Dimensions &Strengths 1 ' Footing Design Results Toe Width = 1.17 ft Toe Heel Heel Width = 7.83.... Factored Pressure = 2,033 1,128 psf Total Footing Width = 9.00 Mu':Upward = 1,365 35,108 ft-# Footing Thickness = 15.00 in Mu':Downward = 180 44,476 ft-# Mu: Design = 1,185 9,368ft-# Key Width = 8.00 in Actual 1-Way Shear = 2.70 11.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #5 @ 9.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 11.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 0.00 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:#4@ 7.41 in,#5@ 11.48 in,#6@ 16.30 in,#7@ 22.22 in,#8@ 29.26 in,#9@ 37 Key: Not req'd:Mu<phi*5*lambda*sgrt(f c)"Sm Summary of Overturning & Resisting Forces&Moments 1 OVERTURNING RESISTING...... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,101.3 3.42 7,179.3 Soil Over Heel = 7,091.7 5.42 38 425.2 Surcharge over Heel = 186.4 5.12 955.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 125.0 1.50 187.9 Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 2,287.6 O.T.M. 8,134.4 Stem Weight(s) = 900.0 1.50 1,353.0 Earth @ Stem Transitions= = = Footing Weight = 1,687.5 4.50 7,593.8 Resisting/Overturning Ratio = 5.85 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 10,162.4 lbs Vert.Component = Total= 9,804.2 lbs R.M.= 47,559.9 "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 considered in the calculation of Overturning Resistance, ' Tilt ._._� Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.040 in The above calculation is not valid if the heel soil hearing pressure exceeds thai of the toe. because the wall would then tend to rotate into the retained soil FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 111 _ Transmittal Letter 1 c;.,li i 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: /6171'N DATE RECEIVEDD: DEPT: BUILDING DIVISION RECEIVED JAN 9 2017 FROM: 4-64-A) "P6-44 e-fro-7 CITY OF TIGARD COMPANY: i BUILDING DIVISION c (_-t2 n�572 uc.7 �� PHONE: 5 03-.710 7e,cf.S-75-63 —70,-Z-7-77 By:1 RE: / 6/6 , St., 80- s7 Numbu- 0/6 _O0S0S— Site Address) Permit er /ec�q/ vvr9 Peat Y Lligee d roject name or subdivision name and Iotnumber) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. v Engineer's calculations. Other(explain): REMARKS: ►n 5 1,t.,ad(( T `t bet c4< jar FOR OFFICE USE ONLY Routed to Permit Technician: Date: J — — J 7 Initials: —jt Fees Due: IS Yes ❑No Fee Description: Amount Due: -$ tIcr P141 rov..c/ $ i. .s'--- $ $ $ Special Instructions: Reprint Permit(per PE): ❑Yes ❑No 0 Done Applicant Notified: Date: ////1, Initials: A I:\Building\Forms\TransmittalLetter-Revisions_061316.doc