The URL can be used to link to this page

Home My WebLink AboutMiscellaneous Field Test & Inspection Report 2010-9-1 C/P -/0'1'-/ tj)J-<!;, l! ~jt. /1 .a K & A Engineering, Inc. 91051 S Willamelte St., Coburg, OR 97408 PO Box 8486, Coburg, OR 97408 (541) 684-9399 Voice (541) 684-9358 FAX engineering September 1, 2010 Project: HAY1002 Hayden Enterprises 2464 SW Glacier PI Redmond, Oregon 97756 . Subject: Engineering Calculations Cantilevered retaining walls The Newberry PROJECT DESCRIPTION This project consists of designing cantilevered retaining walls supporting the main floor of the subject mutti- story, single-family residence. DESIGN CALCULATIONS Description Pages 1 2-4 5-7 8-10 11-13 14-17 Lateral earth pressure 12' cantilevered wall design 10' cantilevered wall design 8' cantilevered wall design 6' cantilevered wall design Floor diaphragm analysis Thank you for the opportunity to be of service. Please call if you have any questions. , ;: Respectfully, . Chuck Du Fault, P.E. K & A Engineering, Inc. Lateral Earth Pressure Lateral Earth Pressure Coefficients Input Variables Soil Friction angle Wall to Soil Friction angle Wall back inclination $ := 32.deg /) := O.deg ~ := 90.deg Backfill inclination " := O.deg Moist soil Unit Mass Dennsity: Ib Ym:= 120- ft2 Coulomb Coefficients Active Pressure Kac:= (sin(~ + $))2 .()2.( )( .( ) sin$-" SIn ~ 'SIn ~ - /) . 1 + SIn $ + /) . . ( ). ( ) SIn ~ - /) 'SIn " + ~ 2 Kac = 0.31 Eac := Kat'Ym Ib Eac = 36.9- ft2 Passive Pressure sin(~ _ $)2 Kpc = 3.3 Epc := Kpc'Ym Ib Epc=391- ft2 Rankine Active Pressure Passive Pressure Kar = 0.307 Kpr = 3.255 ooS(O) + J(cos(0))2 - (cos($))2 Kpr:= . cos(O) -J(Cos(0))2 - (COS($))2 Ib Ear:= K.,..Ym Ear = 36.9- ft2 Epr:= Kpr'Y m Kar:= 00,(") cos(,,) _J(oos(,,))2 - (cos($)? co,(,,) + J (cos(,,))2 - (cos($))2 At-Rest Pressure Ko:= 1 ~ sin($) Ko = 0.47 Eo:= Ko'Ym Ib Eo = 56- ft2 Ib Epr= 391 - ft2 Client Hayden En\erprises Project HAY1002 K & A Engineering, Inc. Page 1 of 1 9/1/2010 K & A Engineering, Inc. 91051 5 Willamette St. Coburg, Oregon 97408 541-684-9399 541-684-9358 Title : 12' cantilever retaining wall Job # : HAY1002 Dsgnc CCD Description.... Page: Date: AUG 31,2010 Retain Pro 9 e 1989 .2010 Ver: 9.12 8134 Reglstration#: RP-1146725 RP9.12 Licensed to: K and A Engineering, Inc. Cantilevered Retaining Wall Design This Wall in File: Z:\2010\HAY1002\retaining walls.rpS Code: IBC 2006 Design Height Above Ft" ft = Wall Material Above "Ht.. Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fblFB + faIFa Total Force @ Section lbs = Momenl...Actual ft-# = Moment....Allowable = Shear....Actual psi = Shear.:..Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7.86 . Lap splice above base reduced by stress ratio M D Hook embedment reduced by stress ratio asonry ata fm psi= Fs psi = Solid Grouting = I Criteria Retained Height Wall height above soil Slope Behind Wall = Height of Soil over Toe = Water height over heel I I Soil Data . Allow Soil Bearing = 3,000.0 pst Coulomb Soil Pressure calculation Soil Friction Angle = 32.0 deg Active Pressure:Ka.Gamma= 32.1 psflft Passive Pressure:Kp.Gar 390.6 psf/ft Soil Density, Heel = 120.00 pel Soil Density, Toe = 120.00 pel FootlngllSoll Friction 0.400 Soil height to Ignore for passive pressure = 12.00 in 11.00ft 1.00 ft 0.00: 1 0;00 in O.Oft I Surcharge Loads Surcharge Over Heel' 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 pst Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity 0,0 in I Design Summary . I Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to To~ = 0.00 ft. ...Height to Bottom = 0.00 ft The above lateral load has been increased by a factor ot Wind on Exposed Stem = I 1.00 0.0 psI Stem Construction I Top Stem _ Stem OK 0.00 Concrete 8.00 # 5 6.00 Edge , Wall Stability Ratios Overturning 2.33 OK Slab Resists All Sliding I = Total Bearing Load ...resultant ecc. 5,8101bs 8.46 in = = Soil Pressure @ Toe 1,651 psf OK Soil Pressure @ Heel = 286 pst OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,311 pst ACI Factored @ Heel 400 psf Footing Shear @ Toe 20.0 psi OK Footing Shear@ Heel 22.7 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding I Lateral Sliding Force 2,411.7Ibs ',' : " " "'.', ." ;'.;;: .. . " "'.' ~ . ,; '.' .' -:;' " :~"""'f";~~1)*~~ . l I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ft9 CL Dlst Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 lb. O.OOft 0.00 in O.OOft Line Load O.Oft 0.300 0.775 3,105.8 11,388.1 14,698.8 43.1 75.0 100.0 6.00 18.13 Modular Ratio 'n' = Load Factors Short Tenn Factor = Building Code IBC 2006 Equiv. Solid Thick. Dead Load 1.200 = Live Load 1.600 Masonry Block Type Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi = 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Retain Pro Software (0 2009 HBA Publications, Inc. All Rights Reserved Licensed to: K and A Engineering. Inc. Eugene. OR 97408 wlt{w.~etainPro.com K & A Engineering, Inc. 91051 5 Willamette SL Coburg, Oregon 97408 541-684-9399 541-684-9358 Trtle : 12' cantilever retaining wall Job # : HAY1002 Dsgnr. CCD Description.... Page: Date: AUG 31,2010 This Wall in File: Z:\2010\HAY1002\retaining walls.rpS Code: IBC 2006 Retain Pro 9 e 1989 - 2010 Ver: 9.12 8134 Registration #: RP-1146725 RP9.12 Licensed to: K and A Engineering, Inc. Cantilevered Retaining Wall Design I Footing Dimensions & Strengths _ Toe Width 2.75 ft Heel Width 3.25 Total Footing Width = 6.00 Footing Thickness 16.00 in Key Width = 0.00 in Key Depth 0.00 in Key Distance from Toe 2.58 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pet Min. As % 0.0022 Cover @ Top 3.00 @ Btm.= 3.00 in Footing Design Results . ---I2L ~ Factored Pressure = 2,311 400 psf Mu' : Upward 7,635 2,251 ft-# Mu': Downward = 1,059 7,101 ft-# Mu: Design 6,576 4,850 ft-# Actual 1-Way Shear 20.03 22.67 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing # 5 @ 11.50 in Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 7.50 in, #5@ 11.50 in, #6@ 15.25 in, #7@22.00 in, #8@28.75 in, #9@ 35 Heel: Not req'd, Mu < S * Fr Key: No key defined Item Heel Active Pressure = Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = 2,440.2 -28.5 0.44 -12.7 Total 2,411.7 Resisting/Overturning RaUo . Vertical loads used for Soil Pressure = a.T,M, = 10,019.4 = 2.33 5,810.0 Ibs .....RESISTlNG..... Force Distance Ibs ft 3,410.0 4.71 Moment ft-# 15,055.4 Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weighl Key Weight Vert. Con:aponent = Total' 5,810.0 Ibs R.M.= 23,355.4 * Axial live load NOT included in total displayedl or used for overturning resistance, but is included for soil pressure ca eulation. 1,200.0 3.08 3,700.0 1,200.0 3.00 2.58 3,600,0 DESIGNER NOTES: Retain Pro Software e 2009 HBA Publications, Inc. All Rights Reserved licensed to: K and A Engineering, Inc. Eugene. OR 97408 www.RetainPro.com Sliding Restraint 1650.7ps! :...~,.."!:" '.............' ".'." /, ?~::i;;' 1;'.\!;:.~ :^\\"tt9N-,t:;:~"'! K & A Engineering, Inc. 91051 5 Willamette Sl Coburg, Oregon 97408 541-684-9399 541-684-9358 Title 10' cantilever retaining wall Job # Hayden101 Dsgnr: ceo Description.... Page: Date: AUG 4,2010 I Retain Pro 9 lCl 1989 - 2010 Ver. 9.12 8134 Registration #: RP-1146725 RP9.12 Licensed to: K and A Engineering, Inc. This Wall in File: Z:\2010\HAY1002\retaining walls.rp5 Cantilevered Retaining Wall Design Code: IBC 2006 ',:' I Criteria Retained Height Wall height above soil Slope Behind Wall = Height of Soil over Toe Water height over heel - 9,00ft 1,00 ft 0,00: 1 0.00 in O,Oft I I Soil Data , Allow Soil Bearing = 3,000.0 pst Coulomb Soil Pressure calculation Soil Friction Angle = 32.0 deg Active Pressure:)(aflGamma= 32.1 psf/ft Passive Pressure:Kp"Gar 390.6 pst/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120,00 pef FootingllSoil Friction = OAOO Soil height to ignore for passive pressure 12.00 in "., ~ \ " ":' ,.; I I Lateral Load Applied to Stem . I Adjacent Footing Load - Lateral Load O,O#/ft Adjacent Footing Load = O,Olbs ",Height 10 To~ = 0,00 ft Footing Width = O,OOft ...Height to Bottom 0.00 ft Eccentricity = 0.00 in The above lateral load Wall 10 Fig CL Dist = O.OOft . has been increased 1,00 Footing Type Line Load by a factor of Base Above/Below Soil at Back of Wall = 0,0 ft Wind on Exposed Stem = 0,0 pst Poisson's Ratio = 0.300 I Surcharge Loads Surcharge Over Heel::: 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overtuming . Stem Construction , Design Height Above Ft~ ft = Wall Material Above "Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fblFB + falFa Total Force @ Section Moment...Adual Moment....Allowable Shear.....Actual Shear.. ...Allowable Wall Weight Rebar Depth 'd' in = u.P SPLICE IF ABOVE in = u.P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7,64 Lap splice above base reduced by stress ratio M Hook embedment reduced by stress ratio asonry Data fm psi = Fs psi = Solid Grouting ;;;: = Total Bearing Load ...resultant ece. = 4,1251bs 6.53 in Top Stem Stem OK 0,00 Concrete 8,00 # 4 9,00 Edge = 2.44 OK Slab Resists All Sliding I psi = psi= 0.914 2,079,1 6,237,3 6,822A 28.9 75,0 100.0 6.00 17,11 Soil Pressure @ Toe 1,364 psf OK Soil Pressure @ Heel 286 psf OK Allowable = 3,000 psI Soil Pressure Less Than Allowable ACI Factored@Toe = 1,910 psI ACI Factored @ Heel 400 psf Footing Shear@Toe = 15,9 psi OK Footing Shear @ Heel 17.2 psi OK Allowable 75.0 psi .Sliding Cales Slab Resists All Sliding! Lateral Sliding Force = 1,636.3 lbs Ibs= ft-#= Load Factors Modular Ratio 'n' Short Term Factor BuildIng Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type Medium Weight Live Load 1,600 Earth, H 1.600 Masonry Design Method = ASD Concrete Data Wind, W 1,600 fc psi= 2,500,0 Seismic, E 1,000 Fy psi= 60,000.0 Retain Pro Software @2009 HBA Publications, Inc. All Rights Reserved Licensed to: K and A Engineering, Inc. Eugene. OR 91408 www.RetainPro.com ..i.\....:...k......'.......,.:i." '<':1 K & A Engineering, Inc. :'r !" '," ~.: :191051 SWillametteSt. .~~, . _.:::I I Coburg, Oregon 97408 ,,' ,. U 541-664.9399 ,n)~g;n."ng, I 541-684-9358 I'H'i,-!!"" - I . Title : 10' cantilever retaining wall Job # : Hayden101 Dsgnr. CCO Description.... Page: _ Date: AUG 4,2010 This Wall in File: Z:\2010\HAY1D02\retaining walls.rp5 Retain Pro 9 \!:l1989 ~ 2010 Ver: 9.12 8134 Registration #: RP.1141i725 RP9.12 Licensed to: K and A Engineering, Inc. Cantilevered Retaining Wall Design Code: IBC 2006 Footing Design Results' ~ Heel Factored Pressure 1,910 ---:WOpsf Mu' : Upward 4,261 1,324 ft-# Mu': Downward = 620 3,613 ft-# Mu: Design = 3,641 2,489 ft-# Actual1-Way Shear = 15.90 17.23 psi Allow 1.Way Shear 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing None $pec'd Key Reinforcing ;;: None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 6.75 in, #5@ 13.50 in, #6@ 19.25 in, #7@26.00in,#6@3425 in, #9@43 Heel: Not req'd, Mu < 5 '* Fr Key: No key defined I Footing Dimensions & Strengths I Toe Widlh 2.25 ft Heel Widlh = 2.75 Total Footing Width 5.00 Footing Thickness 14.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.58 ft .fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pet Min. As % 0.0022 Cover @ Top 3.00 @ Btm.= 3.00 in of Overturnin 1,658.2 .21.8 0.39 -8.5 Soil OVer Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Slem Weight(s) Earth @ Stem Transitions = Footing Weighl Key Weight = Vert. Component = Total = 4,125.0 Ibs R.M.= 13,677.1 '* Axial live load NOT Included in total disPlayedl or used for overturning resistance, ~ut is included for soil pressure ca eulalian. .....RESISTlNG..... Force Distance Ibs ft 2,250.0 3.96 Moment ft-# 6,906.3 Item Heel Active Pressure Surcharge over Heel = Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load Added Lateral Load .- Load @ Stem Above Soil = 1,000.0 2.56 2,563.3 Total 1,636.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 875.0 2.50 2.58 2,167.5 O.T.M. = 5,610.9 2.44 4,125.0 Ibs DESIGNER NOTES: Retain Pro Software@2009 HBA Publications, Inc. All Rights Reserved ' Licensed to: K and A Engineering, Inc. Eugene, OR 91408 WYIIW.RetainPro.com Sliding Restraint 1636.3# 1364.1 pst Page: Date: AUG 31,2010 Title 8' cantilever retaining wall Job # HAY1002 Dsgnc CCO Description.:.. K & A Engineering, Inc. 91051 S Willamette SL Coburg, Oregon 97408 541-684-9399 541-684-9358 :'I~"""""'" ."-,,,;-.'-",'> ;,: r ..:ii ;'f~; '" 0 h,trl'J!Qfl ~~."~: ~ This Wall in File: Z:\2010\HAY1002\retaining walls.rp5 I Retain Pro 9 e 1989. 2D1D Ver: 9.12 8134 Registration #: RP.1146725 RP9.12 Licensed to: K and A Engineering, Inc. Code: I Be 2006 Cantilevered Retaining Wall Design , I Soil Data I Allow Soil Bearing = 3,000.0 psf Coulomb Soil Pressure calculation Soil Friction Angle 32.0 deg Active Pressure:Ka*Gamma= 32.1 psffft Passive Pressure:Kp*Gar 390.6 psffft Soil Density, Heel 120.00 pet Soil Density, Toe = 120.00 pel footingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I Criteria 7.00 ft I.OOft 0.00: 1 0.00 in 0.0 ft i" = Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel ..,',. = ., , . :,..' . ,;,:'. ~:,. ': , ~; . :, i '_'I' i ' ".':: ""," i'. , I Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity Wall to Fig CL Disl = Footing Type Base Above/Below Soil = at Back of Wall poisson's Ratio = , I Lateral Load Applied to Stem I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load O.Olbs Axial Load Eccentricity 0.0 in I Design Summary Wall Stability Ratios Overturning O.Olbs O.OOft 0.00 in O.OOft Une Load O.Oft 0.300 0.0 #1ft O.OOft 0.00 ft 1.00 Lateral Load ...Height to To~ = ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = II 0.0 psI - Design Height Above Ft~ ft = Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + falFa Total Force @ Section Moment...Actual Moment.... .Allowable Shear.....Actual Shear.n.Allowable Wall Weight Rebar Depth 'd' in = lAP SPLICE IF ABOVE in = lAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio I Top Stem Stem OK 0.00 Concrete 8.00 # 4 12.00 Edge Stem Construction = 2.61 OK Slab Resisls All Sliding I = 2,730 Ibs 4.65 in Total Bearing Load ...resultant ecc. = = = Soil Pressure @ Toe 1,080 psI OK Soli Pressure @ Heel = 285 psf OK Allowable = 3,000 psI Soil Pressure Less Than Allowable ACI Factored @ Toe 1,511 psi ACI Factored @ Heel = 400 psf Footing Shear@Toe = 11.8 psi OK Footing Shear @ Heel = 11.9 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding I Lateral Sliding Force 1,010.7Ibs 0.566 1,257.7 2,934.7 5,187.6 17.5 75.0 100.0 6.00 12.00 Ibs= ft-#= psi = psi= Masonry Data fm Fs Solid Grouting psi = psi = Load Factors Modular Ratio 'n' Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. Dead Load .1.200 = Live Load 1.600 Masonry Block Type - Medium Weight Earth, H 1.600 Masonry Design Method = ASD Concrete Data Wind. W 1.600 fc psi= 2,500,0 Seismic, E 1.000 Fy psi = 60,000.0 WWW.RetainPro.com Licensed to: K and A Engineering. Inc. Eugene, OR 97408 Retain Pro Softv.lare e 2009 HBA Publications, Inc. All Rights Reserved "'k' - .~,':,:-;~;I K&A Engineering. Inc. :.' ;' :;.;!! -\ 91051 S Willamette 5t. }',;.:; ..' _.::I Coburg, Oregon 97408 c c' U I 541-684-9399 i-hf~J~l::,::g , 541-684-9358 Retain Pro 9 lCl 1989 - 2010 Ver: 9.12 8134 Registration #: RP-1146725 RP9.12 licensed to: K and A Engineering, Inc. Title 8' cantilever retaining wall Job # HAY1002 Dsgnc CCO Description.... Page: _ Date: AUG 31,2010 This Wall in File: Z:\2010\HAY1002\retaining walls.rpS Cantilevered Retaining Wall Design Code: IBC 2006 Footing Design Results' --I9..L ~ Factored Pressure = 1,511 400 psf Mu' : Upward 2, as6 685 ft-# Mu' : Downward = 322 1,737 ft-# Mu: Design 1,744 1,053 ft-# Actuall-Way Shear = 11.81 11.90 psi Allow l-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S . Fr Key: No key defined I Footing Dimensions & Strengths' Toe Width = 1.75 ft Heel Width 2.25 Total Footing Width = 4.00 Footing Thickness 12.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe 2.58 ft Pc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct" Min. As % 0.0022 Cover@ Top 3.00 @ Btm.= 3.00 In of Overturnin & Resistin Forces & Moments .....OVERTURNING..... Force Distance Moment Ibs ft ft-# 1,026.7 2.67 2,737.9 = -16.0 -5,3 Soil'Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live load on Stem Soil Over Toe Surcharge Over Toe Stem Welght(s) Earth @ Stem Transitions. = Footing Weigh1 = Key Weight . Vert Component .....RESISTING..... Force Distance Ibs ft 1,330.0 3.21 Moment ft-# 4,267.1 Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added lateral Load = Load @ Stem Above Soil = 0.33 = 800.0 2.08 1,666.7 Total = 1,010.7 Resisting/Overturning Ratio Vertical loads used for Soil Pressure = O.T.M. = 2,732.6 = 2.61 2,730.0 Ibs 600.0 2.00 2.58 1,200.0 Total = 2,730.0 Ibs R.M.= 7,133.8 * Axial live load No.T included in total displayedj or used for overturning resistance, but is included for soil pressure ca eulatian. DESIGNER NOTES: Retain Pro Software@2009 HBA Publications, Inc. All Rights Reserved licensed to: K and A Engineering. Inc. Eugene. OR 97408 WW'N.Retainpro.com Sliding Restraint 2B5.44psf 1079.6psf 1010.7# K & A Engineering, Inc. 91051 S Willamette SL Coburg, Oregon 97408 541-684-9399 541-684-9358 "..~.:-.:.,.;..\: ,f: ;"'-(3""":":' .~\ ~ " .~, '.' ..-.c;. . . I:,(~':J~$~('.~~.~ g (," Retain Pro 9@1989-2010Ver.9.12 8134 Registration #; RP-1146725 RP9.12 Licensed to: K and A Engineering, Inc. Title 6' cantilever retaining wall Job # ,HAY1002 Dsgnr: CCO Description... Page: _ Date: AUG 31,2010 Cantilevered Retaining Wall Design This Wall in File: Z:\2010\HAY1002\retaining walls.rp5 Code: IBC 2006 I Criteria . Retained Height = 5,00ft Wall height above soil = 1,00 ft Slope Behind Wall = 0,00: 1 Height of Soil over Toe = 0,00 in Water height over heel O,Oft I Surcharge Loads Surcharge Over Heel = . 0.0 psf Used To.Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load O.Olbs Axial Live Load = 0.0 Ibs Axial load Eccentricity 0.0 in I Design Summary Wall Stability Ratios Overturning 2,80 OK Slab Resists All Sliding I Total Bearing load ...resultant ece. 1,7001bs 3.37 in = = Soil Pressure @ Toe = 885 psf OK Soil Pressure @ Heel 249 psf OK Allowalile = 3,000 psI Soil Pressure Less Than Allowable AC] Factored @ Toe = 1,238 psI ACI Factored @ Heel = 348 psf Footing Shear@ Toe 5.0 psi OK Footing Shear@ Heel 5.7 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding I Lateral Sliding Force 561.51bs , Design Height Above Ft, ft = Wall Material Above "Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data tb/FB + fa/Fa Total Force @ Section lbs = Momenl...Actual ft-# = Moment...AlIowable = Shear....Actual psi = Shear....AllowabJe psi "" Wall Weight - Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6,00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio [ Soil Data , Allow Soil Bearing 3,000.0 psf Coulomb Soil Pressure calculation . '.. Soil Friction Angle 32.0 deg Active Pressure:Ka-Gamma= 32.1 psf/ft Passive Pressure:Kp-Gar 390.6 psf/ft Soil Density, Heel 120,00 pel Soil Density, Toe = 120.00 pet FootingllSoil Foetion DADO Soil height to ignore for passive pressure 12.00 in . I Lateral Load Applied to Stem Lateral Load 0.0 #1ft ...Height to To~ = 0.00 ft ",Height to Bottom 0,00 ft The above lateral load has been increased by a factor of Wind on Exposed Stem = ~ 1,00 . 0,0 psI , Top Stem Stem OK 0,00 = Concrete 8,00 # 4 12,00 Center I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = O,Olbs O,OOft 0.00 in O,OOft Line Load Stem Construction = = = = = O,Oft 0,300 = Licensed to; K and A Engineering, Inc. Eugene. OR 97408 0.316 641,7 1,069,5 3,387.6 13.4 75.0 100.0 4,00 12,00 psi = psi = 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 Concrete Data Wind,W 1,600 fc psi = 2,500,0 Seism.ic, E 1.000 Fy psi= 60,000.0 Masonry Data rm Fs Solid Grouting = Retain Pro Software e 2009 HBA Publications, Inc. All Rights Reserved www.RetainPro.com I k} <" l \ K & A Engineering, Inc. '. 91051 S Willamette St. .-' '..:J Coburg, Oregon 97408 ~ 541-684-9399 ,:. r~lllft!,..'ft9 . 541-684-9358 In '.,.. I Retain Pro 9 <e 1989 - 2010 Ver: 9.12 8134 Registration #; RP.1146725 RP9.12 Licensed to: K and A Engineering, Inc. Title : 6' cantilever retaining wall Job # : HAY1002 Dsgnr. CCD Description.. . Page: _ Date: AUG 31,2010 This Wall in File: Z:\2010\HAY1002\retaining walls.rp5 Cantilevered Retaining Wall Design Code: IBC 2006 Footing Design Results . I Footing Dimensions & Strengths' Toe Width 1.25 ft Heel Width = 1.75 Total Footing Width = 3.00 Footing Thickness = 12.00.in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 2.58 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pd Min. As % 0.0022 Cover@ Top 3.00 @ BIm.= 3.00 In ~ --I9.L Factored Pressure 1,238 Mu' : Upward 871 Mu': Downward 164 Mu: Design 707 Actual1.Way Shear 5.03 Allow 1-Way Shear = 75.00 Toe Reinforcing # 4 @ 18.00 in Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S .. Fr Heel: Not req'd, Mu < S .. Fr Key: No key defined Item Heel Active Pressure = Surcharge over Heel Toe Active Pressure = -16.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = 0.33 -5.3 Total 561.5 Resisting/OverturnIng Ratio Vertical Loads used for Soil Pressure = O.T.M. = 1,149.7 = 2.80 1,700.0 .Ibs 348 psI 267 ft-# 616 ft-# 349 ft-# 5.75 psi 75.00 psi .....RESISTlNG..... Force Distance Ibs ft 650.0 2.46 Moment ft-# 1,597.9 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = .. Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transition:!: = Footing Weight = Key Weight Vert. Component = Total = 1,700.0 Ibs R.M.= 3,222.9 .. Axial live load NOT included in total diSPlayedl or used for overturning resistance, but is included for soil pressure ca eulatian. 600.0 1.58 950.0 450.0 1.50 2.58 675.0 DESIGNER NOTES: Retain Pro Software@2009 HBA Publications, Inc. All Rights Reserved Licensed to: K and A Engineering, Inc. Eugene, OR 97408 www.RetainPrO.com Sliding Restraint ~Sf 884.53psf 561.49# .a Geotechnical & Civil Engineering 910515. Willamette Street. PO Box 8486' (oburg, OR 97408-9430 tel 541 6849399' fax 541 6849358 www.kaengineers.com engineering ~''t -7 g;, l.t~""trJ.." I,:"'.", y . t5;, l.1"\.1'<O < -'ill;> (3Vr) + ~I'.Y ft..u - 1L7>f Cf-~h fl."" ' 4-) Cplf oS ?-.~ 'SJ..s-~ -;'j. ..t:lsu-6 oW",.., I"e.. '0. <&'L.,S chPJrt.t't"t . -' I,!>~ Lf ~'() , [L~. ,1:'1-.<(' ~ > - to,ya-.2- 14.. ~11..'S';ll. Job No Io\-A'1 l.lcll.. Date &~~l- (0 Client iVI-1-l\w ,~e:s Sheet_ of_ Description .a engineering Geotechnical & Civil Engineering 91051 S. Will,mette Street. PO Box 8486, Coburg, OR 97408.9430 tel 541 684 9399' fax 5416849358 www.kaengineers.com W<.J/!.!L ~ :J:,l~I\.'tM"'" @ [D' f' 1lb.).'l.k1.J60 (,Ifrt<.. u>qll.,t "-If' ) ..;;/7/ ,,?<J.---Y'2-.-;v7,/7-... ).''';V)/ "'-';2.-~,,"-~-v""'-""-'" [ i ~, i I.' I <>' i r" [1." o.Jl'i1",J. I\: I,I~ ~J. n.. ' Q.1U-".( 1\..' '2.., I ~ ~ 12, , O.jq, (q".~S, ,11')(10 P'-) , ;lC:J).~ . ... i It,' i2., fL,,' t.l~ ( fl...!. ' <ll.'l).r ( ) ,1U~..l.1-J .. J ,€'-6a'\..1 ~ S~ kt,...tc. 1J I = .Ib.. l..- 9ft.(J' ~,J/,.) o ~'J_' .... H.of/' I~r., piP -0' lb- , I~""'. U. " 1..7--S #' .L -tJ" . ~ . ,~.,..)... '- ?,..'7-S t-r ~,I ,\1' , JO'I,'1 Ilf Job No (#'1 [~L Date ~..,,(.. 10 Client i:fIh.!)c,.J ~.5 Sheet_ of_ Description [,..J uc),'t. ~ :bl_+i'~"", .a enginf'ering Geotechnical & Civil Engineering 91051 S. Willamette Street. PO Box 8486, Coburg, OR 97408-9430 tel 541 6849399' fax 5416849358 www.kaengineers.com "L"OIL 1'<> {,w~ ( Au.J6 ~ 1'<":; 1''1' 'NG. :;>6'-1<<.J~ /t'U.- ~M~L ~&. ~LD<.\<.iA U ''lr,,4S,lf ) ~Mt.. ~ p~ ,.., /' \l.~""""'<< 4~u.J~ VL-" ~ . 10" .J- A.Vi ~ I~' {I If ~ 0,,;;;,.. Q O.c.. ~ U<- 1'.7'. ,s,LL ~~ < lL...vb< > /6, ..s.> ,v. .... -t7~..' ~B:z>.1 r'~ ~'~'M'~ ~/...." ?">-4 iHA.. MtJO<. ~l>"d:;$ SLA~ lo J.. ~c.t ,.J"".,-,.J'k <2. "\ ~..,.. p'J. fle-l.ob ,.J/t<-<.<,.k. <!- r. "..<, ~'1 ukA.. ~oo+t~""" "'1r\ ~I.- ~l:> ~~.J~ L,,- ~ (!! ,,"..t.- c-~' tJlG../; ,vl\-t,-,,,",, @ 4 '0'. IS'cJ ~1~W\ ,.,J1\-tL-I"" e G...... Job No f-l-A--f'Ia::J'L Client ~OJ ~Mt:s Sheet_ of_ D.te ~ - 1- [D Description ~'- ::t;,lM~'l.4c....., WOOD i!: ~ rn :; !!l 0: :I: "- .. Q ..I W Z ~ ..I .. 0: i:! o :> 0: -t- ern '"'0 "!o "'0 [il;: "'0: Wo ~.. t!5 o .. 0: W "- rn C z .:> o e:- o: .. W :I: rn W ..I III ~ o ..I ..I .. '" " '" '" '" :I: "- '" i5 e W '" o e ..I III Z ::> " z _ Q - .. : 00. ..J ! 1; IN o :i li'l11O tJJ 'i:.E::1- Wrn-~ ~S:3 :ll2 0:; III .. ", :;!! or( g,ii N ~ Will Q.. &~ ::!; i!!! e _- o !1i W 1lI_"" ~1Ji!!~; 'II' Olffi:J l: . t! g g ca. '""' - c.so;; tJ)'C ~- .EoCOJ CD U U III t: ca...lD 1II ~ca: -= lD ~ lD Ll- e l! - It. "- Z '" W :I: t- :> o rn 0: o '" o 0: .. ..I d: ii: rn :3 '" :> o o .. o " z :l .. '" .. . - ~ . ~ . t: ~ , - o " . E ~ ~ _ e e _ _o~ 1>>;; _ -5 eoq o:JM' ~S'N e _ o. 0- - !,! . ~ ." . o i! - ~ - e l! - - .. - - -.. ~..5=o 11).2.,(11 "DIO.E: ....CII:JO ID':': 0_ IOU:I_ III 0 C QI U:o== c c e ~gll:. ~o . . o 0 00 0 '" ~ 0 ~ 0 0 0 ~ 0 0 0 ~ M ~ ~ N ~ N ~ ~ ~ 8 o 0 0 0 ~ 0 0 0 ~ ~ 0 ~ ~ ~ ~ ~ ~ ~ ~ 0 N 0'" ... '0 '" '" 111 V"I V1 0 ~ ~ ~ ~ V'l 11"1 lI"l Irl ~~I,Q~ '" 0 M ~ t'J8tQ8~~~8~?j~~~ ~ ~ ~ v ~ ~ ~ ~ ~ ~ V'l - - - '" ." . o e . 0. !~ 'II' o~ 0- ..'" uf .c . S';i ... _.,t ",. ~ ~21\.. . 0. - \f"l 0 on 0 .,. '" '" '" o 0 0 V"I 0 :!~~~~ on 0 V1 \f"l 0 0 01110 ~ on ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ o 0 111 V1 0 on 0 V"I V'l V"I ~ ~ ~ ~ ~ ~ ~ G ~ ~ , g 8 ~ ~ ~ ~ S; ~ ~ ~ ~ ~ ~ :g ~ lI1 I,Q ~ M ~ ~ M ~ M ~ ~ 111 ." M 111 o 0 Irl 111 V1 0 V1 Irl 0 0 ~ 0 0 111 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ M ~ ~ ~ t- . :!.JIL(3cCJ ci3 :::J<.oztl.l~.J~it'iii ::E~::c:!ffi:=l:WCIJ4.! ~~~i~a~g~~ :Eel: wg -' '" ~~irl~:c ::e-z~u ~~~g~ "z i!: a::~CJ :iw1=~. =>Zct:=:; III ,!wl-~"'''' Z '" 0 -~ ":~ 211.ffi~ 0. 512 00'" to ~ g ~ 000 ~ ~ ~ ~:g';;;, '" .,. .... ..' ~~~~rz8 t"'l t"'l ~ N ("'"l "'t 000 .~.,~.~ o ~ ~ 0 0 ~ 0 ~ ~ ~ ~ ("'"l ~ ~ 0 ~ ~ - ~ ~ t"'l ("'"l ~ ~ ~ ~ ~ t"'l 00'" C'l.1() 0\ .... '" '" V"'lOOIl"'lr:;. ~ ~ N ~ ~ 'u .0.11') ~ 00 '" '" ... N '" '" ~ . .$ .. c ~ ~ ~ ~ 00000 Irl 11"'1 V"'l N ~ N ~ ~ ~ ~ ~ o 000 ~ 0 0 0 0 ~ 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ t"'l N M N M ~ ~ ~ t"'l N t"'l ~ M N M N ("'"l N M N M N ("'"l N M N ("'"l ::!~c ",o.z Zc:Cc:Cw zt;:J:c:J Oa:}-c( ~o~o oww o~...l '" -,w we z.. "'''' ..'" ;;" ::t c ~ o x , --" ~ '" 00 " 00 " '-' '0 - ::!" - - e ;: ~ e"g ci)lih N ~ ::!" - r 00 ::; o x , Co ~ " co " '-' '0 - ::!" - - -;.. f - o x , I!::' 'b '0 ;;" ~ " - ~ o X , --" ~ ;:;: - " g ~ ::!" - ~ ".. ~. c ~ o ~ ~ '" 00 " co .- '-' '" ::!" - :i c ~ o X , --" ~ '" 00 ~ ;;- ::!" - :; ::; o X , Co "8 - N ~ '~' - .., ~. ......~... ::; o X , Co 'b ~ " co " '-' ~ i " . - k$...."'O .If.,s 1l a \Iloa.... 00"'0 > tn: N ;ga80.g; 58-1lg ~I;; ~Q " co .- '-' ~ ::!" 2010 OREGON STRUCTURAL SPECIALTY CODE ka en gin e er i n 9 geotechnical/civil engineering 91051 S Willametle Street Coburg, DR 97408 541 684 9399 541 684 9358 lax FLOOR JOISTS AS PER PLANS VERT. REINF. (edge) #5 @ 6" O.C. HORIZ. REINF. #4 @ 12' o.c. VERT. REINF. (cen1er) #5 @ 6' o.C. 18' HOOK INTO FTG. ALTERNATE HOOKS INTERIOR CONC. SLAB OR FLR. JSTS. AS PER PLANS @.CRAWLSPACE 21_8. . ' '.. '. " ,;,,'.. ~-" '.: :--::.;, ~:--;~ a: .!5! zo ::E'" ''''n- MZ o '" I- 1'-6' 6' 2' '" BLOCKING J-BOL TS AS PER SHEARWALL SCHEOULE 2x6 TR. PLATE Project: The Newberry Client: Havden Homes Job No: 1002 Date: 9-1-10 Sheet: 1 01 4 fc = MIN. 2,500 psi Fy = 60,000 psi N ~ ..... :I: '" ~~ ::!:--' - --' ~o:: ~'" '" "" '" WELL-GRAOED CRUSHED AGGREGATE FILL AS PER ENGINEERING RECOMMENDATIONS 2'-8- SEPARATION GEdTEXTiLE AMOCO PROPEX 4535 OR EOUIV. 3' MAX. CLEAN DRAIN ROCK HORIZ. REINF. #4@12'o.c. TOE REINF. (botto #5 @ 12' o.C. CD~/~,' C1~~TILEVERED RETAINING WALL ka engineering geotechnical/civil engineering 91051 S Willamelte Street Coburg, OR 91408 541 6849399 541 6849358 fax 0: .!:!< ZD ~~ , <.:> "'z o <.:> BLOCKING J-BOL TS AS PER SHEARWALL SCHEDULE 2x6 TR. PLATE FLOOR JOISTS AS PER PLANS B" 2" VERT. REINF. (edge) #4 @ 9" a.c. Project: The NewbellV Client: Havden Homes Job No: 1002 Date: 9-1-10 Sheet: 2 of 4 tc = MIN. 2,500 psi Fy = 60.000 psi HORIZ. REINF. #4 @ 12' a.c. WELL.GRADED CRUSHED AGGREGATE RLL AS PER ENGINEERING RECOMMENDATIONS t- :c '" ::!~ ::E...J ...J ",0:: '" <.:> <t '" '" - VERT. REINF. (cerTler) #4@9"a.c. 12" HOOK INTO FTG. ALTERNATE HOOKS INTERIOR CONC. SLAB OR FLR. JSTS. AS PER PLANS @ CRAWLSPACE HORIZ. REINF. #4 @ 12" a.c. TOE REiNF. (battom) #5@12"a.c. ," i ..,":...:......:i.>-~...~ :..~~ f- l' -r- 5' SEPARATION GEOTEXllLE AMOCO PROPEX 4535 OR EQUIV. 3" MAX. CLEAN DRAIN ROCK 3" PERF. RIGID DRAIN PIPE f.J .' - l' CD ~/?,I C1~~TILEVERED RETAINING WALL Oy_~ 11, ~ ,;;- "-~cs c oJ ~I>' EXPIRES I zlJ.,( I, k-a en gin e er i n 9 geotechnical/civil engineering 91051 S Willamette Street Coburg, DR 97408 541 684 9399 541 684 9358 fax FLOOR JOISTS AS PER PLANS VERT. REINF. (edge) #4 @12"D.C. HORIZ. REINF. #4@12'D.C. VERT. REINF. (center) #4@12"D.C. 12' HOOK INTO FTG. ALTERNATE HOOKS INTERIOR CONC. SLAB OR FLR. JSTS. AS PER PLANS @ CRAWLSPACE .~.. .. ,..i.'" 1 a: .~ z 0 ~c..: . t.) "'z o t.) BLOCKING J-BDL TS AS PER SHEARWALL SCHEDULE 2x6 TR. PLATE 8' Project: The Newberrv Client: Havden Homes Job No: 1002 Date: 9-1-10 Sheet: 3 of 4 f'c = MIN. 2,500 psi Fy = 60,000 psi WELL-GRADED CRUSHED AGGREGATE FILL AS PER ENGINEERING RECOMMENDATIONS >- :I: '" .w ::;::I: SEPARATION :;;:::\ GEOTEXTILE '-!::2 t.) AMOCO PROPEK ;a 4535 OR EQUIV. 3' MAX. CLEAN DRAIN ROCK 3" PERF. RIGID DRAIN PIPE L. HORIZ. REINF. #4@12"D.C. TOE REINF. (bDttom) #4@18"D.C. CD . ~~..c~~oT.ILEVERED RETAINING WALL 2' 1'-811 ".~.:~. >.~.;. :. .~~ l- l' Co ... EXPIRES ka engineering . geotechnical/civil engineering 91051 S Willamelle Street Coburg, OR 97408 541 684 9399 541 684 9358 lax Project: Client: Job No: The Newberrv Havden Homes 1002 Date: 9-1-10 Sheet: 4 01 4 l L, 8' 8LOCKING J-80L TS AS PER SHEARWALL SCHEDULE 2x6 TR. PLATE WELL-GRADED CRUSHED AGGREGATE FILL AS PER ENGINEERING RECOMM DA llONS f'e = MIN. 2,500 psi Fy = 60,000 psi FLOOR JOISTS AS PER PLANS Co VERT. REINF. (edge) #4@12"0.e. r HORIZ. REINF. #4@ 12' o.c. VERT. REINF. (center) #4 @ 12' o.e. 12" HOOK INTO FTG. ALTERNATE HOOKS INTERIOR CDNC. SLA8 OR FLR. JSTS. AS PER PLANS 1'-2" @CRAWLSPACE SEPARAllON !i: GEOTEXTlLE '" AMOCO PROPEX .tiJ ~:c 4535 OR EQUIV. :0;-" -" 3' mil: 3" MAX. CLEAN '" U DRAIN ROCK <C '" 3' PERF. RIGID DRAIN PIPE .: 1".; ~>:".:: '::'~1';. :;:~ . I- l' .. cr. .!!' zo :E~ hU z o U HORIZ. REINF. #4@ 12' o.e. TOE REINE (bottom) #4 @ 18' o.e. CD ~~,~~~JILEVERED RETAINING WAll