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Specifications (4) 4 } mS` Ds° ) 6 - oo ) 9 ) OFFICE COPY RECEIVED . City of .,figard MAY 2 6 2016 Appy ved CITY OF TIGARD -Job No. 16050x BUILDING DIVISION By _ Date. -,/c',11>o Date: 5/1611k, Page of J Bartlet Residence Addition Foundation Wall Calculations 14880 SW 92ND Ave Tigard, OR ' • REVISION For: RJP Investments SAW r A le / OFFICE COPY 1 NIP Dove Civil Engineering 4914 SW Oakridge Road Lake Oswego, OR 97035 Phone (503) 789—9380 E-Mail: Jeffdove1112@gmail.com P \ V ' CT.Z. tit` 619 AllIYC.©�`�� t Vsfi 17 14,AFO Dovt-Civil Engifietring Job No. 16 _ 4914 SW Oakridge Rd Date: 7-.5. .r� W * Lake Oswego,OR 97d Pg�- + (503)697-5926 4 .7_, ,c) t--c:7. catcv-E:r 6.in Conc w/#4 Q 16.in o% !(042•ll- c V €``_ r-0" 7-0" i'; L Sliding Restraint - .7Y, 10• szr Designer select V-0" 6" all horiz.mint+111 ► 7 ^I)6 See Appendix AAA01-6" l)(OM Oji©r•c a r2C.�_,,• v " 10 S IR."). a- 7 v 1L ei SL)l�1t-ie,j �\.0 o rr 2c S L 1 C�► c) 4esx'C �c 7... t Q S P tic , z �, .,,,;_4011,1170 4 :16:. 4--c-t--),64\) #a r�! G vf+ (*zs*'``1 _ T-'- ''et-1z. A.c. ,, (1,31164)(1-z f ? (7y_y :o'. -1- I 3 arz _ CAV 1 / A I ►i , l 'CC . P1 kA, �Et '.RSCM 3,. t-'f c N1 Ckl>4 C iT K '-c, i 1,1111,/ Dove Civil Engineering Job No. I .*. ►A Ill r 4914 SW Oakridge Road Date: SIM(. ),V i Ii0 Lake Oswego,OR 97035 Pg 3 of (503)697—5926 Adj Ftg Load=662.# Ecc.=O.in from CL l Sliding Restraint 993.94# 672.44psf If adjacent footing or seismic loading is used,the numerical values are displayed, but the loading curve does not represent the composite loading. 1 Use menu item Settings>Printing&Title Block Title : BARTLET Page:4 Dc C to set these five lines of information Job# : 160508 Dsgnr. JCD Date: 25 MAY 2016 for your program. Descr: us Wall in File:c:\usersycdldocuments\retainpro 10project fi!e$\bartle RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06060568 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05ACI 530-05 License To:DOVE CIVIL ENGINEERING Criteria I Soil Data Retained Height = 2,00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psftft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in , Surcharge Loads t Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf = Adjacent Footing Load = 662.0 Ibs Used To Resist Sliding&Overturning ...Height to = 0.000#/ft n9 =...Height to Top ft Footing Width1.00 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 = 0.50 ft _Axial Load Applied to Stem a has been increased by a factor of 1.00 Footing Type Line Load a Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.52 OK Wall Material Above'Hi* = Concrete Slab Resists All Sliding! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 338 Ibs Rebar Spacing = 16.00 ...resultant ecc. = 4.98 in Rebar Placed at = Center Design Data Sal Pressure @ Toe = 672 psf OK fb/FB+fa/Fa = 0.075 Soil Pressure@ Heel = 0 psf OK Allowable 1,500 psf Total Force Q Section lbs= 177.7 y Sal Pressure Less Than Allowable Moment....Actual ft-#= 143.7 ACI Factored @ Toe = 807 psf Moment....Allowable = 1,905.5 ACI Factored Q Heel = 0 psf Shear..""Actual psi= 4.9 Footing Shear Q Toe = 2.8 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 0.0 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.00 Sliding Calks Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 193.9 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 1-2 .- 16) Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio f b I IC 10 Y1 v -- - Pm psi= Cy r mi- C4.57,1-4.-9 ��1� �\ 5 Fs psi= Solid Grouting Use Half Stresses Modular Ratio'n' = Load Factors Short Term Factor Building Code IBC 2006,ACI 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 1 r Use menu item Settings>Printing&Title Block Title : BARTLET Page:g4:J . to set these live Fines of info on Job# : 160508 Dsgnr. .ICD Date: 25 MAY 2016 . for your program. Descr: Hs Wall in File:cc usersljcdldocumentslretainpro 10 project fileslbartle RetainPro 10 (c)198'7-2012, Build 10.13.8.31 License:Kw-08060588 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:DOVE CML ENGINEERING Footing Dimensions&Strengths II Footing Design Resultsli ti Toe Width = 1.00 ft Toe Heel Heel Width = 0.50 Factored Pressure = 807 0 psi Total Footing Width = 1.50 Mu':Upward = 269 0114 Footing Thickness = 10.00 in Mu':Downward = 75 0 ft-# Mu: Design = 194 0 ft-it Key Width = 0.00 in Actual 1-Way Shear = 2.78 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 0.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Speed Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Speed Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 4 Top 200 c. 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 I .....OVERTURNING .....RESISTING Force Distance Moment Force Distance Moment Item lbs ft 114 lbs ft ft-# Heel Active Pressure = 160.6 0.94 151.6 Soil Over Heel = 1.50 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 33.4 1.90 63.6 Adjacent Fooling Load = Added Lateral Load = Axial Dead Load on Stern= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 193.9 O.T.M. 215.2 Stem Weight(s) = 150.0 1.25 187.5 Earth Stem Transitions= _ - Footing Weight = 187.5 0.75 140.6 ResistinglOvertu ring Ratio = 1.52 Key Weight = 2.00 Vert_component of active S.P.used for Overturning Resistance. Total= 337.5 lbs R.M= 328.1 •Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: L^D4 `tial &1c.1S'►i f-r44 15 d (.2y,;,) 4. 65A61,0 -t-a>\(1% -N. [e.`4‘4 4 ("(\v%-144' 1 ' '‘'Z oo4F PM.. G'1\ ..foci-tt>lefiel}-t '�'