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Specifications (9) /tet S�'Z�/�� cl 7`- SUPPLEMENTAL STRUCTURAL CAL CALCULATIONS NEW RESIDENCE CROSS PARTITION - LOT 2 TIGARD, OR EO PROP 1.44 54,573 'E' 1 Q OREGON ti CO ✓64'09, ZOO � FRE Y D NAS 04-30-2015 EXPIRES: 06/30/2016 1' 1LV 11.E RX® PROJECT: CROSS PARTITION,LOT 2 PROJECT#:189-007 7-7JOB ADDRESS: TIGARD,OR CLIENT: ZETO HOMES 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: 04/30/15 PAGE: 1 TEL: 503 7412 FAX: 503 636-669-9592 www.emerlodesign.com Emerlo Design Tale 10'WALL Page: 8285 SW Mm bus Ave.St'ite 189 .lob# Dsgnr: KAH Date: 30 APR 2015 t Beaverton,OR 97008 Description.... www.emeriodesign.com This Wall in File:p:\ 01-cadd_upaort104-detai'skstuctural detccib12042 ix retailing w all calcsls RctalnPro10(c)1987-2014, BuPd 41.11.42 11 111=11)1701.C120 Design Caiitileverad Retaining Wall Design Code:IBC 2012,ACI 318-11 ACI 530-11 Criteria . III . Soil Data I ---- 4Aow-SOP BRg = 1,500.0 arin f i I i Retained Height = 10.00:t � Wal height above soil = 0.00.`t EcNivaien.Fluid;'pressure Method 'l Slope Behind Wail = 0.03:". e^I Active Per-sure35.0 psf/ft Per-sure _ Height of Sol over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Ili Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in ajT �. 1 Surcharge Loads 4 Lateral Load Applied to Stem 4 Adjacent Footing Load Surcharge Over Heel - 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbsNOT 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 NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 11 has been increased 1.00 Footing Type Line Load by a factor of ,Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wail = 0.0 ft Axial Live Load = 400.0 lbs Fbisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Bnerio Design Title 10'WALL Page: 8285 SW Nimbus Ave.tuita 180 Job# Dsgnr: KAH Date: 30 APR 2015 Beaverton,OR 97008 Description.... www.emeriodesign.com This Wall in File:p:\ 01-cadet suppixtu4-detaiis\strucb-+ral detads12612`bc retaining w all calm% RetalnPro 10(e)1987-2014, B(,IId101%..12.1'i - cense:iS,)IV 8081 Cantileve►ed-Retaining Wall Design Code:IBC 2012,ACI 318-11,AC1530-11 License To:Emer�o Design Design Summary 11 Stem Construction 4 Bottom Stem OK Wall Stability Ratios tlasian Height Above R ft= 0.00 Overturning = 4.34 OK Warp hititerial Above"Ht" = Concrete Sliding = 154 oh DesgniMethod = LRFD LRFD 'ihicKness = 8.00 Total Bearing Load = 9,767 lbs Rebar Size = # 5 ...resultant ecc. = 3.38 in Rebar Spacing = 6.00 Soil Pressure @ Toe = 1,289 psf OK Dean DDaata at Edge Soil Pressure @ Heel = 881 psf OK fb/FB+fa/Fa 0.780 Allow able = 1,500 psf Total Force @ Section `- Soil Pressure Less Than Allow able Service Level lbs= ACI Factored @ Toe = 1,568 psf ACI Factored @ Heel = 1,072 psf Strength Leve lbs= 3,309.1 Footing Shear @ Toe = 10.3 psi OK Mo Lev Footing Shear @ Heel = , 15.7 psi OK Service rvige Level Actual ft-#= Allowable - = 75.0 psi Strength Leve ft#= 11,878.8 Sliding Calcs (Vertical Coonent NOT Used) phiMn or Mallow able = 15,222.0 mp Lateral Sliding Force = 2,680.3 lbs Shear Actual less 100%Passive Force= - 375.0 lbs Service Level psi= less 100%Friction Force= - 3,746.7 lbs Strength Love psi= 44.6 Added Force Req'd = 0.0 he OK Vallowable/(bd) psi= 75.0 ....for 1.5:1 Stability = 0.0 lbs OK Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Load Factors Fs psi= Building Code IBC 2012,ACI Solid Grouting Dead Load 1.200 Modular Ratio'n' Live Load 1.600 Short Term Factor = Earth,H 1.600 Equiv.Sold Thick. = Wind,W 1.000 Masonry Block Type = Medium Weight Seismic E 1.000 Masonry Design Method = ASD Concrete Data f c psi= 2,500.0 FY psi= 60,000.0 Footing Dimensions&Strengths I 1 Footing Design Results Toe Width = 2.75 ft Toe ARIL Heel Width = 6.25 Factored Pressure = 1,568 1,072 psf Total Footing Width = 9.00 Mu':Upward = 5,737 18,309 ft-# Footing Thickness = 18.00 in Mu':Dow nw and = 3,889 27,277 ft-# Mu: Design = 1,849 8,967ft-# Key Width = 12.00 in Actual 1-Way Shear = 10.34 15.73 psi _ Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd f'c= 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 6.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd - Mn.As% • = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not regtii,Mu<S'Fr Heel:#4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8©24.38 in,#9@ 30. Key: Not req'd,Mu<S*Fr E6nerio Design title 10'WALL Page: 8285 SW Nimbus Ave.Suite 184. Job# Dsgnr: KAH Date: 30 APR 2015 Beaverton,OR 97008 Description.... www.emeriodesign.com This Wall n File:p:\ 01-cadd support104-detailsw-tructural detail 120{2 ix retaining w all calcsls RetalnPro 10(a)1887-2014, Bul1d 10.14.'2 11 LWarns.: 1 Cantilevered Retaining Wall Design Code:IBC 2012,ACI318-11,ACI530-11 icense To:Buono Design - Summary of Overturning &Resisting Forces&Moments " -" "CIVE$TUR I G. .; .....RESISTING Force DDstancs Mlloment Force Distance Moment Item ' lbs f. it-# lbs ft ft-# Heel Active Pressure = 2,314.4 3.83 8,871:8 Soil Over Heel = 6,141.7 6.21 38,129.5 Surcharge over Heel = 365.9 5.75 2,104.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 3.08 616.7 Load©Stem Above Soil= *Axial Live Load on Stem = 400.0 3.08 1,233.3 = Soil Over Toe = 1.38 Surcharge Over Toe = Total 2,680.3 O.T.M. 10,975.7 Stem Weights) = 1,000.0 3.08 3,083.3 Earth @ Stem Transitions= = = Footing Weight = 2,025.0 4.50 9,112.5 Resisting/Overturning Ratio = 4.64 Key Weight = 2.50 Vertical Loads used for Soil Ressure= 9,766.7 lbs Vert.Component = • Total m 9,366.7 lbs RM.= 50,942.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Tilt I • Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to w all bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Def I©Top of Wall(approximate only) 0.040 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe • because the w all would then tend to rotate into the retained soil, Emerio Design rhe 10'WALL Page: 8285 SW Nimbus Ave.Suite 18.) Job# _ Dsgnr: KAH Date: 30 APR 2015 Beaverton,OR 97008 Description.... • www.emeriodesign.com This Wall in Fib:p:1 01-cadd_supp00%41 4-detaiisistructurai detRi4t41201:2 be retaining w aN calcsls RetalnPro 10(c)1887-2014, Bubd 10.14.12.11 - l.(cense:Kw-0 811613 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,ACI530-11 License To:Emerto Design - - - wI,#a a, - .�a-�.• 10-0" -•-•-•-•-•-•-•-o-.)-4 2" •••4.0•••0 Z-91' ' :g'=3" Hee(