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Specifications MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com RETAINING WALL CALCULATIONS FOR LOT 67, ARLINGTON HEIGHTS TIGARD, OR ENGR. JOB # DM11 -005 l a t Ie " y ° Prepared for: J5 c i c (,IG 47-74_49 p �l� StoneBridge Homes, NW, LLC � Plan #: 198Aop2 OTE: 1438 0 5- 16 -1i D V s r a &J (J- CG & f Date: � � The following calculations are for basement retaining wall engineering only. The design of other structural items are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. and Core Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty), Tort (including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage ` s Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:Vdocuments and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria r Soil Data Allow Soil Bearing = 1,995.0 Retained Height = 10.00 ft 9 psf P Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft 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 = 110.00 pcf FootingliSoil Friction = 0.400 j Soil height to ignore " c � s for passive pressure = 12.00 in F�' Thumbnail ' , 1 Surcharge Loads II 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 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 i has been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil • Axial Dead Load = 0.0 I bs 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 Kae for seismic earth pressure = 0.442 Added seismic base force 605.2 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 ` F P / W P Weight Multiplier = 0.400 g Added seismic base force 630.0 lbs Retain Pro Software t9 2009 riBA. Puol cations Inc. Licensed to: Core Engineering www.":etainPro cote Ali Rights Reserved Boise ID 83705 ■ r Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core` Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary I _Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 • Overturning = 1.64 OK Wall Material Above "Ht" = Concrete Sliding = 1.10 Ratio < 1.5! Thickness = 12.00 Rebar Size = # 5 Total Bearing Load = 4,838 lbs Rebar Spacing = 8.00 ...resultant ecc. = 24.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,387 psf OK Design Data Soil Pressure @ Heel = 0 psf OK + fa /Fa = 0.893 1,995 psf Tottal al Force @ Section lbs = 4,479.5 sf Allowable = Moment....Actual ft-#= 18,007.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,941 psf Moment Allowable = 20,169.2 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.1 Footing Shear @ Toe = 28.8 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 6.0 psi OK Wall Weight = 150.0 Allowable = 58.1 psi Rebar Depth 'd' in= 10.19 LAP SPLICE IF ABOVE in = 20.89 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 3,690.5 lbs HOOK EMBED INTO FTG in = 9.72 less 100% Passive Force = - 2,132.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,935.3 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 1,467.7 lbs NG fm psi= Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths r Footing Design Results Toe Width = 7.17 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,941 0 psf Total Footing Width = 8.67 Mu' : Upward = 33,235 0 ft-# Footing Thickness = 15.00 in Mu' : Downward = 10,696 225 ft-it Mu: Design = 22,539 225 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 28.76 6.01 psi Key Depth = 24.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.17 ft Toe Reinforcing = # 5 @ 8.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4© 5.25 in, #5@ 8.00 in, #6@ 11.25 in, #7@ 15.25 in, #8@ 20.25 in, #9@ 25. Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Retain Pro Software (P 2009 HBA Puhhcations, inc. ucen<_ed to: Core Engineerng v.-ww, etainPro.com All Rights Reserved Boise ll.) 83705 Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering 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 = 2,531.3 3.75 9,492.2 Soil Over Heel = 550.0 8.42 4,629.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = 788.3 3.58 2,824.9 Seismic Earth Load = 605.2 6.75 4,085.3 Surcharge Over Toe = Seismic Stem Self Wt = 630.0 6.50 4,095.0 Stem Weight(s) = 1,575.0 7.67 12,075.0 Earth @ Stem Transitions = Total = 3,690.5 O.T.M. = 17,615.5 Footing Weight = 1,625.0 4.33 7,041.7 Resisting /Overturning Ratio = 1.64 Key Weight = 300.0 7.67 2,300.0 Vertical Loads used for Soil Pressure = 4,838.3 lbs Vert. Component = Total = 4,838.3 lbs R.M.= 28,870.7 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: • • Retain Pro Software © 2009 HBA Puohcations, inc. Licensec to: Core Enoineering www.Re°,ainPro.com At Rights Reserved Boise, ID Core Engineering Title : Typical Basement Wall Page: 3501 W. Elder St., Suite 100 Job # • ...New... Dsgnr: MKB Date: JAN 12,2011 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Restrained Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data r.' Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 10.00 ft Heel Active Pressure = 55.0 psf /ft Toe Active Pressure = 45.0 psf /ft Top Support Height = 10.00 ft Passive Pressure = 250.0 psf /ft Soil Density = 110.00 pcf Slope Behind Wall = 0.00 : 1 FootinglISoil Frictior = 0.400 Height of Soil over Toe = 12.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 12.00 in Thumbnail Surcharge Loads 0 Uniform Lateral Load Applied to Stem Adjacent Footing Load 7 Surcharge Over Heel = 40.0 psf Adjacent Footing Load = 0.0 lbs Lateral Load = 0.0 #/ft 7 »Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf = Eccentricity = 0.00 in • Used for Sliding & Overturning p ...Height to Bottom - 0.00 ft y The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I 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 at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs p psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 K Soil Density Multiplier = 0.200 g Added seismic per unit area = 156.2 psf Stem Weight Seismic Load 0 F / W P Weight Multiplier = 0.200 g Added seismic per unit area = 25.0 psf _Design Summary 0 Concrete Stem Construction Total Bearing Load = 4,271 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 6.00 in Wall Weight = 125.0 psf fc = 2,500 psi Soil Pressure @ Toe = 1,068 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,068 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 2,242 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 320 psf Design Height Above Ftc = 10.00 ft 4.50 ft 0.00 ft Footing Shear @ Toe = 17.3 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 9.6 psi OK Rebar Spacing = 8.00 in 8.00 in 8.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 1,921.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 3,573.1 lbs Design Data Sliding Stability Ratio = 1.18 Ratio < 1.t fb /FB + fa /Fa = 0.000 0.971 0.000 Sliding Calcs (Vertical Component NOT Used) Mu....Actual = 0.0 ft -# 9,047.8 ft -# 0.0 ft-# Lateral Sliding P = 3,573.1 lbs Mn * Phi Allowable = 9,314.3 ft-# 9,314.3 ft-# 9,314.3 ft-it less 100% Passive Force= - 2,500.9 lbs less 100% Friction Force= - 1,708.3 lbs Shear Force @ this height = 2,850.5 lbs 4,283.5 lbs Added Force Req'd = 0.0 lbs OK Shear Actual = 47.51 psi 71.39 psi ....for 1.5 : 1 Stability = 1,150.4 lbs NG Shear Allowable = 75.00 psi 75.00 psi Load Factors Rebar Lap Required = 23.40 in 23.40 in Building Code IBC 2006 Hooked embedment into footing = 10.50 in Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Earth, H 1.600 Heel:# 5 © 18.00 in -or- Not req'd, Mu < S * Fr Wind, W 1.600 Key: #4@ 16.00 in, #5@ 24 -or- #4@ 16.00 in, #5@ 24.75 in, #6@ 35. Seismic, E 1.000 Retain Pro Software 203i) s.ic3A Publications, inc. Licensed to: Core Engineenng www. tetainPro corn All Rights Reserved Boise, ID 83705 Core Engineering Title : Typical Basement Wall Page: 3501 W. Elder St., Suite 100 Job # : ...New... Dsgnr: MKB Date: JAN 12,2011 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Restrained Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Strengths & Dimensions I _ Footing Design Results Toe Width = 1.58 ft Toe eel Heel Width = 2.42 Factored Pressure = 2,242 320 psf Total Footing Width = 4.00 Mu' : Upward = 0 975 ft4 Footing Thickness = 15.00 in Mu' : Downward = 0 2,583 ft -# Key Width = 10.00 in Mu: Design = 2,121 1,608 ft -# Key Depth = 28.00 in Actual 1 -Way Shear = 17.27 9.59 psi Key Distance from Toe = 1.58 ft Allow 1 -Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing = - 2,817.6 1.25 - 3,522.0 Heel Active Pressure = -755.5 0.61 -463.2 Surcharge Over Heel = 63.3 3.21 203.2 Sliding Force = 3,573.1 Adjacent Footing Load = Overturning Moment = - 3,985.2 Axial Dead Load on Stem = Footing Stability Ratio ## #.## Soil Over Toe 174.2 0.79 137.9 Surcharge Over Toe = Net Moment Used For Soil Pressure Calculations 2,135.7 ft -# Stem Weight = 1,250.0 2.00 2,500.0 Soil Over Heel = 1,741.7 3.21 5,587.8 Footing Weight = 1,041.7 1.88 1,962.2 Total Vertical Force = 4,270.8 lbs Net Mom. at Stem /Ftg Interface = 2,135.7 ft-# Resisting Moment = 10,391.1 Allow. Mom. @ Stem /Ftg Interface = 5,821.5 ft Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,067.7 psf DESIGNER NOTES: Retain Pro Software <s) 2039 niBA. Publications. inc. _jcenseci to: Core Engineering www.'s etawnPro.com All Rights Reserved Boise, IC, 83/05 Core Engineering Title : 9' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c :\documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data Retained Height = 9.00 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 Toe Active Pressure = 30.0 psf /ft 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 = 110.00 pcf FootingIISoil Friction = 0.400 Soil height to ignore ••.; for passive pressure = 12.00 in "= ti ;,, i - Thumbnail. Surcharge Loads 11 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 = 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 has been increased 1.00 Footing Type Line Load __ by em 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 Design Summary I Stem Construction 11 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.95 OK Wall Material Above "Ht" = Concrete Sliding = 1.62 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,204 lbs Rebar Spacing = 12.00 ...resultant ecc. = 4.18 in Rebar Placed at = Edge • Soil Pressure @ Toe = 758 psf OK Design Data Soil Pressure @ Heel = 416 psf OK Total + fa /Fa 0.8 1,500 Total Force @ Section Ibs= 2,568.0 .0 Allowable = psf Moment....Actual ft-#= 7,768.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,062 psf Moment Allowable = 10,911.3 ACI Factored @ Heel = 582 psf Shear Actual psi = 26.1 Footing Shear @ Toe = 17.4 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 7.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 LAP SPLICE IF ABOVE in = 16.66 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,996.8 lbs HOOK EMBED INTO FTG in = 9.52 less 100% Passive Force = - 1,555.6 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,681.8 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 = Modular Ration' = Load Factors Short Term Factor = Building Code IBC 2006 Dead Load 1.200 Equiv. Solid Thick. Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Retain Pro Software °f,> 2099 ' E.A Puotcations, inc. Licenser: to: Core En ;:veer :'nq www.ReTainPro.com At Rights Reserved Boise, ID 83705 Core Engineering Title : 9' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths d Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 1,062 582 psf Total Footing Width = 7.16 Mu' : Upward = 13,390 302 ft-# Footing Thickness = 14.00 in Mu' : Downward = 5,668 815 ft-# Mu: Design = 7,722 513 ft-# Key Width = 10.00 in Actual 1 -Way Shear = 17.38 7.36 psi Key Depth = 18.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 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 = # 5 @ 24.75 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Summary of Overturning & Resistin9 Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,067.2 3.39 7,005.6 Soil Over Heel = 989.7 6.66 6,594.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 586.3 2.67 1,562.5 Surcharge Over Toe = Stem Weight(s) = 1,187.5 5.75 6,824.2 Earth @ Stem Transitions = Total = 1,996.8 O.T.M. = 6,954.7 Footing Weight = 1,253.5 3.58 4,489.5 Resisting /Overturning Ratio = 2.95 Key Weight = 187.5 5.75 1,077.5 Vertical Loads used for Soil Pressure = 4,204.5 Ibs Vert. Component = - Total = 4,204.5 lbs R.M.= 20,548.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software.: t -) 2 39 Hf3A Publications inc. Licensed to: Coro Engineering wvrw.Pe:ainPro corn All Rights Reserved Boise. ID 83705 Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St, Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings \mkbrown.core Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 0 Soil Data zw Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf al Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method r ; Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft 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 tf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore x for passive pressure = 12.00 in .4C4Aiiti& 4 Thumbnail Surcharge Loads 0 Lateral Load Applied to Stem 1 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 has been increased 1.00 Footing Type Line Load _ pp 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 0 Kae for seismic earth pressure = 0.442 Added seismic base force 502.4 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 r F P / W P Weight Multiplier = 0.400 g Added seismic base force 475.0 lbs Retain Pro Software : 2039 HBA Puc cations Inc License" to ,ore Eng,neenng www.Petain Pro. cer All Rights Reserved Boise ID 83709 Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.60 OK Wall Material Above "Ht" = Concrete Sliding = 1.12 Ratio < 1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,295 lbs Rebar Spacing = 10.00 ...resultant ecc. = 21.15 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,572 psf OK Design Data Soil Pressure @ Heel = 0 psf OK Total + fa /Fa = 8 1,995 p Total Force @ Section lbs = 3,5888.6 .6 Allowable = sf Moment....Actual ft-#= 12,970.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,201 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.0 Footing Shear @ Toe = 27.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 11.0 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 23.40 LAP SPLICE IF BELOW in = Lateral Sliding Force = 3,002.7 lbs HOOK EMBED INTO FTG in = 11.08 less 100% Passive Force = - 1,632.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,718.0 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 1,153.3 lbs NG fm psi= Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths I Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 2,201 • 0 psf Total Footing Width = 7.17 Mu' : Upward = 21,121 0 ft-# Footing Thickness = 15.00 in Mu' : Downward = 5,924 824 ft-# Mu: Design = 15,197 824 ft-# Key Width = 10.00 in Actual 1 -Way Shear = 27.94 10.99 psi Key Depth = 18.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = # 5 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 14.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 24.75 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4© 6.00 in, #5@ 9.25 in, #6@ 13.00 in, #7@ 17.50 in, #8@ 23.00 in, #9@ 29. Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6© 35.00 in, #7@ 47.75 in, Retain Pro Software © 2039 r u=. Publications, Inc. uccnsea to: Core En ineer ng vv *.v.r.etainPro.con At Rights Reserved BOiSE I2 83705 Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed 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 = 2,101.3 3.42 7,179.3 Soil Over Heel = 989.7 6.67 6,597.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 586.7 2.67 1,564.4 Seismic Earth Load = 502.4 6.15 3,089.9 Surcharge Over Toe = Seismic Stem Self Wt = 475.0 6.00 2,850.0 Stem Weight(s) = 1,187.5 5.75 6,828.1 Earth @ Stem Transitions= Total = 3,002.7 O.T.M. = 13,062.2 Footing Weight = 1,343.7 3.58 4,814.7 Resisting /Overturning Ratio = 1.60 Key Weight = 187.5 5.75 1,078.1 Vertical Loads used for Soil Pressure = 4,295.0 lbs Vert. Component = Total = 4,295.0 lbs R.M.= 20,883.0 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: Retain Pro Software ©2009 F..3-: Publicaaon., inc. Ucenseo to. Coe Eo ;neerin; www.9 :etainPro.con- All Rights Reserved Boise, I., 837(x5 Core Engineering Title : 8' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:tdocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft 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 og Soil Density, Toe = 110.00 pcf FootingilSoil Friction = 0.400 iii Soil for ignore ressure = 12.00 in f 1ftBc.V � \ ., .. 0 Thumb 1 Surcharge Loads ill 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 = 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 Stern has been increased 1.00 Footing Type Line Load . pp em _ , by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs 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 A Stem Construction Top Stem - - Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.87 OK Wall Material Above "Ht" = Concrete Sliding = 1.65 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,378 lbs Rebar Spacing = 13.00 ...resultant ecc. = 4.65 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 741 psf OK fb /FB + fa /Fa = 0.724 Soil Pressure @Heel = 339 psf OK Total Force @ Section lbs = 2,024.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 5,453.3 ACI Factored @ Toe = 1,038 psf Moment Allowable = 7,532.8 ACI Factored @ Heel = 475 psf Shear Actual psi = 27.3 Footing Shear @ Toe = 15.4 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 7.5 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.19 LAP SPLICE IF ABOVE in = 16.94 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,585.0 lbs less 100% Passive Force = - 1,263.9 lbs HOOK EMBED INTO FTG in = 9.65 less 100% Friction Force = - 1,351.3 lbs Lap splice above base reduced by stress ratio 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 = Modular Ratio 'n' = Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro .tvare (c) 2009 .iBA publications, ;cc licensed to Coro En , nee ing ww .' :etainPro.nom Ail Fights Reserved Bois . lD 83:05 Core Engineering Title : 8' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core` Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths i Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,038 475 psf Total Footing Width = 6.25 Mu' : Upward = 9,454 254 ft-# Footing Thickness = 13.00 in Mu' : Downward = 4,006 735 ft-# Mu: Design = 5,447 480 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 15.42 7.48 psi Key Depth = 15.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 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 = # 5 @ 34.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Summary of Overturning & Resisting Forces & Moments d OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,650.1 3.03 4,996.3 Soil Over Heel = 882.9 5.75 5,078.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -65.1 0.69 -45.2 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 504.1 2.29 1,155.2 Surcharge Over Toe = Stem Weight(s) = 850.0 4.92 4,178.9 Earth @ Stem Transitions = Total = 1,585.0 O.T.M. = 4,951.0 Footing Weight = 1,016.1 3.13 3,176.9 Resisting /Overturning Ratio = 2.87 Key Weight = 125.0 4.92 614.5 . Vertical Loads used for Soil Pressure = 3,378.2 lbs Vert. Component = - - Total = 3,378.2 lbs R.M.= 14,203.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 ?i3, Pu,)icauons. !nc. Ucensea to Core Engineering www.F :etainPro corn All Right, Reserves Boise, ID 83705 4 Core Engineering Title : 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data Allow Soil Bearing = 1,995.0 psf i : , Retained Height = 8.00 ft 9 P W Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft it 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 = 110.00 pcf ff FootingliSoil Friction = 0.400 it Soil height to ignore y , v7 , ,. ;° - Pg for passive pressure = 12.00 in ° >. k ;.<> iltdgarataltallia ISMISPNOSS Thumbnail 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 = 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 A lied to Stem has been increased 1.00 Footing Type Line Load pp 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 r Kae for seismic earth pressure = 0.442 Added seismic base force 401.8 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 ` F P / W P Weight Multiplier = 0.400 g Added seismic base force 340.0 lbs Retain Pro Software tO2C09 t;E, =. Puolica:aons, inc. Licensed to: Core Engineering www. €tainrro.corr Ail Rights Reserved Boise, IC 83705 4 Core Engineering Title : 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary ! Stem Construction Top Stem -° 7 Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.58 OK Wall Material Above "Ht" = Concrete Sliding = 1.16 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,456 lbs Rebar Spacing = 10.00 ...resultant ecc. = 19.07 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,499 psf OK Design Data fb /FB + fa /Fa 0.932 Soil Pressure © Heel = 0 psf OK Total Force @ Section lbs = 2,795.1 Allowable = 1 psf Soil Pressure Less Than Allowable Moment....Actual ft #= 8,967.4 ACI Factored @ Toe = 2,099 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.8 Footing Shear © Toe = 24.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 10.7 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 21.81 LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,352.0 lbs HOOK EMBED INTO FTG in = 10.41 less 100% Passive Force = - 1,334.2 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,382.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 811.2 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind, Concrete Data nd, W 1.600 fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths II Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,099 0 psf Total Footing Width = 6.25 Mu' : Upward = 14,740 0 ft-# Footing Thickness = 14.00 in Mu' : Downward = 4,191 743 ft-# Mu: Design = 10,549 743 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 24.54 10.74 psi Key Depth = 15.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 ft Toe Reinforcing = # 5 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 © 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 34.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.25 in, #7@ 23.25 in, #8@ 30.75 in, #9@ 38 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pro Software 2009 ddS- Pu blications no Licensee to: Sore Env'neerina www.PetaiiiPrc.00rn Ali Rights Reserveo Boise, IS 83705 a Core Engineering Title : 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 1,680.6 3.06 5,135.0 Soil Over Heel = 882.9 5.75 5,078.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 504.2 2.29 1,155.4 Seismic Earth Load = 401.8 5.50 2,210.0 Surcharge Over Toe = Seismic Stem Self Wt = 340.0 5.42 1,841.7 Stem Weight(s) = 850.0 4.92 4,179.2 Earth @ Stem Transitions= Total = 2,352.0 O.T.M. = 9,135.9 Footing Weight = 1,094.3 3.13 3,421.6 Resisting /Overturning Ratio = 1.58 Key Weight = 125.0 4.92 614.6 Vertical Loads used for Soil Pressure = 3,456.4 lbs Vert. Component = Total = 3,456.4 lbs R.M.= 14,449.1 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: Retain Pro S of .vare r} 2009 , iDA Publications, inc Licensed to: Core En^,neenng WNW . RetairPro corn At Rights Reserver Boise, 3C 83705 Core Engineering Title : 7' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data Retained Height = 7.00 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 Toe Active Pressure = 30.0 psf /ft 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 = 110.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore t -° 7 a f passive pressure = 12.00 in , ,, yNctt'it ailikia* A' Thumbnail . Surcharge Loads 0 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 = 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 has been increased 1.00 Footing Type Line Load pp 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 Design Summary 1 Stern Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.97 OK Wall Material Above "Ht" = Concrete Sliding = 1.75 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,827 lbs Rebar Spacing = 12.00 ...resultant ecc. = 3.83 in Rebar Placed at = Edge Soil Pressure @ Toe = 719 psf OK Design Data fb /FB + fa /Fa - 0.674 Soil Pressure @ Heel = 340 psf OK Total Force @ Section lbs = 1,544.0 Allowable = 1,500 psf Moment....Actual ft-#= 3,650.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,007 psf Moment Allowable = 5,412.6 ACI Factored @ Heel = 476 psf Shear Actual psi = 20.6 Footing Shear @ Toe = 13.8 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 = 12.63 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,220.0 lbs HOOK EMBED INTO FTG in = 7.22 less 100% Passive Force = - 1,000.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,130.9 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 = Modular Ratio 'n' _ Load Factors Short Building Code IBC 2006 Dead Load 1.200 Equi v. Solid Thick. Term Factor = _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software 5) 2009 > ,,.-, Publications.. nc. Licensed to Core Engineering, www. etainPro.coiv All Rights Reserved Boise ID 83705 Core Engineering Title : 7' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths 1 Footing Design Results . Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,007 476 psf Total Footing Width = 5.34 Mu' : Upward = 5,961 256 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,451 648 ft-# Mu: Design = 3,510 392 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 13.75 6.71 psi Key Depth = 12.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.67 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 @ 22.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in, #5© 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, _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 = 1,280.0 2.67 3,413.3 Soil Over Heel = 772.6 4.84 3,737.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 403.7 1.84 740.8 Surcharge Over Toe = Stem Weight(s) = 750.0 4.00 3,002.5 Earth @ Stem Transitions = Total = 1,220.0 O.T.M. = 3,373.3 Footing Weight = 801.0 2.67 2,138.7 Resisting /Overturning Ratio = 2.97 Key Weight = 100.0 4.00 400.3 Vertical Loads used for Soil Pressure = 2,827.3 lbs Vert. Component = . - Total = 2,827.3 lbs R.M.= 10,020.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software 2039 riBA Publ::a: ions L cense:i to: Core Enq:neering www.ketainPro.com Ail Rights Reserved Boise, ID 83705 Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c :\documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data I ~ Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method ra rga Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft al Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf sg FootingliSoil Friction = 0.400 II Soil height to ignore uT ; >�r , fO for passive pressure = 12.00 in ' _ W4i. t' te egaasSUMMION Thumbnail Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load ill 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 N 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 0 Kae for seismic earth pressure = 0.442 Added seismic base force 306.1 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 0 F P / W P Weight Multiplier = 0.400 g Added seismic base force 300.0 lbs Retain Pro Software 7) 2009 ft03A Punifcatior:s. inc. Licensee to Core Engineering WNW. retainPrc corn All Rights Reserved Boise, ID 83705 Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary 1 _ Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.60 OK Wall Material Above "Ht" = Concrete Sliding = 1.17 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,826 lbs Rebar Spacing = 8.00 ...resultant ecc. = 16.13 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,423 psf OK fb /FB + fa /Fa = 0 Soil Pressure © Heel = 0 psf OK Total Force @ Section lbs = 2,174.0 Allowable = 1 ,995 psf Moment....Actual ft-#= 6,161.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,992 psf Moment Allowable = 7,959.6 ACI Factored @ Heel = 0 psf Shear Actual psi = 24.6 Footing Shear © Toe = 25.1 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 11.3 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 = 14.49 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,826.1 lbs HOOK EMBED INTO FTG in = 6.71 less 100% Passive Force = - 1,000.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,130.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 608.5 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 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 Footing Dimensions & Strengths ill Footing Design Results Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,992 0 psf Total Footing Width = 5.34 Mu' : Upward = 9,270 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,447 648 ft-# Mu: Design = 6,824 648 ft--# Key Width = 8.00 in Actual 1 -Way Shear = 25.07 11.34 psi Key Depth = 12.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.67 ft Toe Reinforcing = # 4 @ 8.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 © 22.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 in Toe: #4© 9.75 in, #5@ 15.25 in, #6© 21.50 in, #7© 29.25 in, #8© 38.25 in, #9© 48 Heel: Not req'd, Mu < S * Fr Key: #4© 22.25 in, #5© 34.50 in, #6@ 48.25 in, #7© 48.25 in, Retain Pro Software (c7. 2009 ^SBA. Pub' €cations. no Licensed to: Core Enginec_nng vvwv, €nPro.con All Rights Reserved Boise, ID 83'705 Y Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:tdocuments and settingstmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed 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 = 1,280.0 2.67 3,413.3 Soil Over Heel = 772.6 4.84 3,735.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 403.3 1.83 739.4 Seismic Earth Load = 306.1 4.80 1,469.1 Surcharge Over Toe = Seismic Stem Self Wt = 300.0 4.75 1,425.0 Stem Weight(s) = 750.0 4.00 3,000.0 Earth @ Stem Transitions= Total = 1,826.1 O.T.M. = 6,267.4 Footing Weight = 800.5 2.67 2,136.0 Resisting /Overturning Ratio = 1.60 Key Weight = 100.0 4.00 400.0 Vertical Loads used for Soil Pressure = 2,826.4 lbs Vert. Component = Total = 2,826.4 lbs R.M.= 10,010.8 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: Retain Pro So >rrvare €: 2009 -IBA Put.loations, Inc. License 0 to. Core En -g :veering www. RetamPro corn All Rights Reserved Boise. ID 837(55 V Core Engineering Title : 6' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core Retain Pro 9 @ 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data Allow Soil Bearing = 1,500.0 psf W Retained Height = 6.00 ft 9 P ;�� Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft LS Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 ri Soil height to ignore . for passive pressure = 12.00 in ° " - ' Thumbnail ` . 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 = 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 has been increased 1.00 Footing Type Line Load pp 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 Design Summary Stem Construction Top Stem .. . .. , , „: _ , Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.57 OK Wall Material Above "Ht" = Concrete Sliding = 1.68 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,949 lbs Rebar Spacing = 14.00 ...resultant ecc. = 5.80 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 694 psf OK fb /FB + fa/Fa = 0.735 Soil Pressure @ Heel = 156 psf OK Total Force © Section Ibs= 1,128.0 Allowable = 1,500 psf Moment....Actual ft-#= 2,296.0 Soil Pressure Less Than Allowable ACI Factored © Toe = 972 psf Moment Allowable = 3,122.5 ACI Factored @ Heel = 219 psf Shear Actual psi= 22.1 Footing Shear © Toe = 9.9 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 3.8 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 LAP SPLICE IF ABOVE in = 13.76 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 920.0 lbs HOOK EMBED INTO FTG in = 7.87 less 100% Passive Force = - 763.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 779.6 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 = Load Factors Modular Ratio 'n' Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Sottware':.) 2009 .1Bi PGh co:ions inc. Licensed to Bore Engineering www.Retair,Pro.00rr All Rights Reserves Br:lse, ID 83'708 Core Engineering Title : 6' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths I Footing Design Results Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 972 219 psf Total Footing Width = 4.58 Mu' : Upward = 4,979 31 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,336 142 ft-# Mu: Design = 2,643 111 ft-# Key Width = 6.00 in Actual 1 -Way Shear = 9.86 3.83 psi Key Depth = 8.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 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: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7© 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 37.25 in, #5© 48.25 in, #6@ 48.25 in, #7© 48.25 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 = 980.0 2.33 2,286.7 Soil Over Heel = 330.0 4.33 1,429.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = 394.1 1.79 706.1 Surcharge Over Toe = Stem Weight(s) = 487.5 3.83 1,868.6 Earth @ Stem Transitions= Total = 920.0 O.T.M. = 2,246.7 Footing Weight = 687.5 2.29 1,575.3 Resisting /Overturning Ratio = 2.57 Key Weight = 50.0 3.83 191.7 Vertical Loads used for Soil Pressure = 1,949.1 lbs Vert. Component = - - Total = 1,949.1 lbs R.M.= 5,771.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software , :f.. 2339 !+a,A Pu ^I :ca. ions. inc. Licensed to: Co ;6 Er. ineerng www.RetainPro.com All Rights Reserved Boise. 1D 83705 0 Core Engineering Title : 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria i Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft fil Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf iiii OA Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore k';77:;, Y< , for passive pressure = 12.00 in 6- >` r . , µz , Thumbnail . ' , Surcharge Loads a 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 = 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 i 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 0 Kae for seismic earth pressure = 0.442 Added seismic base force 234.3 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 1 F P / W P Weight Multiplier = 0.400 g Added seismic base force 195.0 lbs Retain Pro Software © 2009 ;?3A Publ:ca; ions, snc .ioenseci to Cole Ln vrvrw.0 etair;Pro.com All Rights Reserved Poise l 837675 Core Engineering Title : 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.42 Ratio < 1.5! Wall Material Above "Ht" = Concrete Sliding = 1.14 Ratio < 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,949 lbs Rebar Spacing = 10.00 ...resultant ecc. = 16.96 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,479 psf OK Design Data fb /FB + fa /Fa = 0.888 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 1,565.5 Allowable = 1,995 psf Moment....Actual ft-#= 3,802.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,071 psf Moment Allowable = 4,284.1 ACI Factored © Heel = 0 psf Shear Actual psi = 25.9 Footing Shear @ Toe = 15.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.0 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 = 16.62 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,349.3 lbs HOOK EMBED INTO FTG in = 7.87 less 100% Passive Force = - 763.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 779.7 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 480.4 lbs NG fm psi = Fs psi = Solid Grouting = Load Factors Modular Ratio 'n' _ Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths I Footing Design Results Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 2,071 0 psf Total Footing Width = 4.58 Mu' : Upward = 8,862 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,337 142 ft-# Mu: Design = 6,525 142 ft-# Key Width = 6.00 in Actual 1 -Way Shear = 15.87 4.97 psi Key Depth = 8.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 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: #4@ 10.25 in, #5@ 15.75 in, #6@ 22.50 in, #7© 30.50 in, #8@ 40.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6© 48.25 in, #7@ 48.25 in, Retain Pro Software Si 2009 HBia Publication;. inc. Licensed to Core Engineering wv,w,P,etainPro corn All Rights Reservea Boise, ID 83705 u • Core Engineering Title : 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summary of Overturning & Resisting Forces & Moments II 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 = 330.0 4.33 1,430.0 Surcharge over Heel = Sloped Soil Over Heel = ' Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 394.2 1.79 706.2 Seismic Earth Load = 234.3 4.20 984.2 Surcharge Over Toe = Seismic Stem Self Wt = 195.0 4.25 828.8 Stem Weight(s) = 487.5 3.83 1,868.8 Earth @ Stem Transitions= Total = 1,349.3 O.T.M. = 4,059.6 Footing Weight = 687.5 2.29 1,575.5 Resisting /Overturning Ratio = 1.42 Key Weight = 50.0 3.83 191.7 Vertical Loads used for Soil Pressure = 1,949.2 lbs Vert. Component = Total = 1,949.2 lbs R.M.= 5,772.2 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: Retain Pro Software A 2C09 !IBA Pubiications Inc Licensed to Core Engineering www.RetainPro.corn All Rights Reserved Boise. ID 83705 i 0 Core Engineering Title : Generic Retaining Wall 5' tall no s Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data - res Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf , ; 1 4 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Of Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft ow to 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 to Soil Density, Toe = 110.00 pcf oo FootingilSoil Friction = 0.400 Of Soil height to ignore r to ito for passive pressure = 12.00 in '` -°° ;-i` '` '' €«= `a'`�+` ;ice+,:.:..%20.0.""�`n ✓i leaffiScAttie Thumbnail Surcharge Loads I 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 has been increased 1.00 Footing Type Line Load pp 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 Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 3.41 OK Wall Material Above "Ht" = Concrete Sliding = 1.57 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,738 lbs Rebar Spacing = 18.00 ...resultant ecc. = 2.52 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 571 psf OK fb /FB + fa /Fa = 0.540 Soil Pressure @ Heel = 298 psf OK Total Force @ Section lbs = 776.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,325.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 799 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 417 psf Shear Actual psi = 15.2 Footing Shear @ Toe = 8.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.3 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 LAP SPLICE IF ABOVE in = 12.00 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 630.1 lbs HOOK EMBED INTO FTG in = 6.00 less 100% Passive Force = - 295.1 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 695.0 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 = Modular Ration' = Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software 2: 9 fF,A Puh3 cauons :no. _,ceosed to Core Engineering w w.:etainPro.com All Rights Reserved Eicise. ID 83705 Core Engineering Title : Generic Retaining Wall 5' tall no s Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settings \mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths I Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 799 417 psf Total Footing Width = 4.00 Mu' : Upward = 2,249 224 ft-# Footing Thickness = 10.00 in Mu' : Downward = 1,028 473 ft-# Mu: Design = 1,221 248 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 8.91 5.34 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 = None Spec'd 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 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Surcharge Over Toe = Stem Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions= Total = 630.1 O.T.M. = 1,292.5 Footing Weight = 500.0 2.00 1,000.0 Resisting /Overturning Ratio = 3.41 Key Weight = Vertical Loads used for Soil Pressure = 1,737.5 lbs Vert. Component = - .. - . Total = 1,737.5 lbs R.M.= 4,403.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software ) 2009 r+a, =. Publicaaor:s, 'no, :_iccnsea to: Co Er :neermg vAvw.cetainPro con- All Rights Reserved Boise, ID 83705 • Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 - Soil Data 1 15 Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft 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 = 110.00 pcf IP FootingilSoil Friction = 0.400 tet AA Soil height to ignore t , for passive pressure = 12.00 in ; ; , ik,,, RAMV;;;;;Ate oppoomegal Thumbnail Surcharge Loads ` Lateral Load Applied to Stem 1 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 ` by abeen increased ceased 1.00 Footing Type Line Load 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 • Kae for seismic earth pressure = 0.442 Added seismic base force 172.2 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 r F / W Weight Multiplier = 0.400 g Added seismic base force 165.0 lbs • Retain Pro Software 20::0 NBA Publications 'ne. Licensee' to: tare Engineering www.NetainPro.com At Rights Reservod reso, ID 83705 f J Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settingslmkbrown.core' Retain Pro 9 @ 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary Stem Construction Top Stem . Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.74 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,838 lbs Rebar Spacing = 18.00 ...resultant ecc. = 11.17 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,146 psf OK Design Data Soil Pressure @ Heel = 0 psf OK + fa /Fa o.9 1,995 p Tottal al Force @ Section Ibs= 1,109.4 .4 Allowable = sf Moment....Actual ft-#= 2,284.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,604 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 0 psf Shear Actual psi = 18.5 Footing Shear © Toe = 13.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 8.5 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 = 17.41 LAP SPLICE IF BELOW in = Lateral Sliding Force = 997.2 lbs HOOK EMBED INTO FTG in = 8.00 less 100% Passive Force = - 375.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 735.0 lbs p p y Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 385.7 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Building Code IBC 2006 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 Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths 111 Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,604 0 psf Total Footing Width = 4.00 Mu' : Upward = 3,710 1 ft-# Footing Thickness = 12.00 in Mu' : Downward = 1,138 490 ft-# Mu: Design = 2,573 489 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 13.53 8.50 psi Key Depth = 0.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 2.17 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 = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 @ Btm.= 3.00 in Toe: #4© 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9© 4 Heel: Not req'd, Mu < S * Fr Key: No key defined Retain Pro Software (0 20:19 HBA Publ cations. no. Licensee tc• Core Enginecr:ng www. etair:Prc corn. At Rights Reserved Boise. ID 83705 Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering 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 = 720.0 2.00 1,440.0 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Seismic Earth Load = 172.2 3.60 619.8 Surcharge Over Toe = Seismic Stem Self Wt = 165.0 3.75 618.8 Stem Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions= Total = 997.2 O.T.M. = 2,638.5 Footing Weight = 600.0 2.00 1,200.0 Resisting /Overturning Ratio = 1.74 Key Weight = 2.17 Vertical Loads used for Soil Pressure = 1,837.5 lbs Vert. Component = Total = 1,837.5 lbs R.M.= 4,603.1 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: Retain Pro Software: rP. 2009 rIPA Pu:l ca.ions. inc. Licenser: to: Gore Lngsneer ng wwv,r.:etainPro.corn All Rights Reserved Boise, ID 83705 Core Engineering Title : 10' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:tdocuments and setting Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data Allow Soil Bearing = 1,500.0 Retained Height = 10.00 ft g psf p Ng g. Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft 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 = 110.00 pcf FootinglISoil Friction = 0.400 Soil height to ignore = r : g for passive pressure = 12.00 in , � 41,:iii Thumbnail 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 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 A lied to Stem has been increased 1.00 Footing Type Line Load pp 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 Design Summary 1 Stem Construction - Top Stem - - Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.99 OK Wall Material Above "Ht" = Concrete Sliding = 1.64 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,759 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.64 in Rebar Placed at = Edge Design Data Soil Pressure © Toe = 696 psf OK fb /FB + fa /Fa = 0.822 Soil Pressure © Heel = 402 psf OK Total Force @ Section Ibs= 3,176.0 Allowable = 1,500 psf Moment....Actual ft-# = 10,658.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 975 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 563 psf Shear Actual psi = 32.3 Footing Shear © Toe = 17.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 LAP SPLICE IF ABOVE in = 19.23 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,455.3 lbs HOOK EMBED INTO FTG in = 11.02 less 100% Passive Force = - 2,132.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,903.7 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 = Factors Modular Ration' Load Buil Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data f psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software ©2330 tiB =. Pubi;catiors, !r,e. J: enseo to: Core Eno:neenng www.i=:etainPro.com All Rights Reserved Boise. ID 83705 ti l Core Engineering Title : 10' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths 1 Footing Design Results Toe Width = 7.17 ft Toe Heel Heel Width = 1.50 Factored Pressure = 975 563 psf Total Footing Width = 8.67 Mu' : Upward = 22,117 127 ft-# Footing Thickness = 15.00 in Mu' : Downward = 10,697 401 ft-# Mu: Design = 11,420 273 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 17.49 5.44 psi Key Depth = 24.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.12 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 8.00 in, #5@ 12.25 in, #6@ 17.50 in, #7@ 23.75 in, #8@ 31.25 in, #9@ 39 Heel: Not req'd, Mu < S * Fr Key: #4© 12.50 in, #5© 19.25 in, #6@ 27.25 in, #7© 37.25 in, 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 = 2,531.3 3.75 9,492.2 Soil Over Heel = 733.3 8.33 6,111.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 788.4 3.58 2,825.1 Surcharge Over Toe = Stem Weight(s) = 1,312.5 7.58 9,953.6 Earth @ Stem Transitions = Total = 2,455.3 O.T.M. = 9,435.2 Footing Weight = 1,625.1 4.33 7,042.2 Resisting /Overturning Ratio = 2.99 Key Weight = 300.0 7.62 2,286.0 Vertical Loads used for Soil Pressure = 4,759.3 lbs Vert. Component = - -- . . Total = 4,759.3 lbs R.M.= 28,218.3 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software (C 2039 hEIA PuHtcauons, :no. Licensed to. Gore 'Eng :neer:no wwvw. etainPro corn At Rights Reserved Boise , ID 83705