Sheet1CSA STANDARDA23.3-04PROJECTDATEPANEL NUMBERChecking Below Roof or Below FloorRoofRoofCommentsEccBarAreaDiameterGross Structural Wythe Thickness7Inches178mmPhi C0.651Floor0110M10010Reveal Depth in Structural Wythe0.5Inches12.7mmPhi S0.852Roof76.2215M20015Net Structural Thickness6.5Inches165mmPhi M0.75320M30020Ec23635.1579147501MPa425M50025Veneer Thickness0Inches0mmEcc76mmIs Veneer Hung from Load Bearing WytheNoNoTotal Thickness of Concrete Supported7Inches178mmSelf weight4.1895226597kN/m^2Ecc0.076mTotal Height of Panel24Feet7.32mDimension Between Lateral Supports22Feet6.71mAlpha 10.8086206897Height of Panel Above Upper Support2Feet0.61mBeta 10.9010344828YesNoConcrete Strength4000psi27.59MPaEs200000MPaConcrete Density150pcf2403kg/m3Ec23635MPaReinforcing Steel Fy58000psi400MPaTributary Width of Roof15Feet4.57mRoof Dead Load25PSF1.20kPaRoof Live Load0PSF0.00kPaTypically 0Roof Snow Load40PSF1.92kPaEccentricity of Roof Load3Inches76mmTributary Width of Floor0Feet0.00mFloor Dead Load0PSF0.00kPaFloor Live Load0PSF0.00kPaEccentricity of Floor Load0Inches0mmSevice Wind Load20PSF0.96kPaNumber of Mats of Reinforcement22H/t Ratio40.6240.62Maximum Allowable H/t Ratio6565Load Factor22Use 1 for solid PanelLoad CaseLoad Case 1Load Case 2Load Case 3Load Case 4Load Case 5Load Case 6Load Case 7UnitsDescription1.4D1.25D+1.5L+0.5S1.25D+1.5L+0.4W1.25D+1.5S+0.5L1.25D+1.5S+0.4W1.25D+1.4W+0.5L1.25D+1.4W+0.5SUnfactored Self Weight of Panel33.201129173933.201129173933.201129173933.201129173933.201129173933.201129173933.2011291739kN/mDR (Unfactored Dead Load From Roof)10.945427202810.945427202810.945427202810.945427202810.945427202810.945427202810.9454272028kN/mDF (Unfactored Dead Load From Floor)0000000kN/mS (Unfactored Snow Load From Roof)17.512683524517.512683524517.512683524517.512683524517.512683524517.512683524517.5126835245kN/mLR ( Unfactored Live Load From Roof)0000000kN/mLF ( Unfactored Live Load From Floor)0000000kN/mW (Unfactored Wind Load)1.921.921.921.921.921.921.92kN/m^2Ptf15.3222.4413.6839.9539.9513.6822.44kN/mPwf46.4841.5041.5041.5041.5041.5041.50kN/mPf61.8163.9455.1881.4581.4555.1863.94kN/mWf0.000.000.770.000.772.682.68kN/m^2Pf/Ag0.3740.3870.3340.4930.4930.3340.387MPaLimit1.6141.6141.6141.6141.6141.6141.614MPaEstimate Reinforcing SteelCheck As maxNumber of Mats of Reinforcement2Clause 10.5.1.2As min vert434mm^2/mAs656.1679790026mm^2Vertical Bar Size15MClause 14.1.8.5As min vert248mm^2/mb1000Bar Area200mm^2As min vert434mm^2/md139Bar Diameter15Vertical Bar Spacing12inchesVertical Bar Spacing304.8mmClause 14.1.8.4Max Spacing495.3mmAs max3387.853130696mm^2As656mm^2/mEach Face500mmCover to reinforcing0.75inchesCover to reinforcing19.05mm495mmD (effective depth of reinforcing)139b1000Clause 14.1.8.5As min horiz330mm^2/mAs max3388Load CaseLoad Case 1Load Case 2Load Case 3Load Case 4Load Case 5Load Case 6Load Case 7UnitsDescription1.4D1.25D+1.5L+0.5S1.25D+1.5L+0.4W1.25D+1.5S+0.5L1.25D+1.5S+0.4W1.25D+1.4W+0.5L1.25D+1.4W+0.5SAse838844818896896818844mm^2Ae19.6519.8019.1921.0021.0019.1919.80mmMr36.736.935.939.039.035.936.9kN*m/mMr (with no axial load)29.229.229.229.229.229.229.2kN*m/mAs656.1679790026656.1679790026656.1679790026656.1679790026656.1679790026656.1679790026656.1679790026mm^2A15.3915.3915.3915.3915.3915.3915.39mmC17.0817.0817.0817.0817.0817.0817.08mmb1000100010001000100010001000mmd139139139139139139139mmIcr83590986835909868359098683590986835909868359098683590986mm^4/mmEc23635236352363523635236352363523635MPaL6706670667066706670667066706mmKbf421.8421.8421.8421.8421.8421.8421.8KN*m/mDelta b (Moment Magnifier)1.241.251.211.351.351.211.25Mb2.152.486.233.597.9016.9917.55KN*m/mMf2.683.117.544.8410.6420.5822.00KN*m/mMr36.736.935.939.039.035.936.9KN*m/mDelta f8.59.823.815.333.665.169.5mmCheck Deflections at Service LoadsImportance Factor Snow0.9Importance Factor Wind0.75Load CaseLoad Case 1Load Case 2Load Case 3Load Case 4Load Case 5Load Case 6Load Case 7UnitsDescription1.0D1.0D+1.0L+0.5S1.0D+1.0L+0.4W1.0D+1.0S+0.5L1.0D+1.0S+0.4W1.0D+1.0W+0.5L1.0D+1.0W+0.5SUnfactored Self Weight of Panel33.20133.20133.20133.20133.20133.20133.201kN/mDR (Unfactored Dead Load From Roof)10.94510.94510.94510.94510.94510.94510.945kN/mDF (Unfactored Dead Load From Floor)0.0000.0000.0000.0000.0000.0000.000kN/mS (Unfactored Snow Load From Roof)17.51317.51317.51317.51317.51317.51317.513kN/mLR ( Unfactored Live Load From Roof)0.0000.0000.0000.0000.0000.0000.000kN/mLF ( Unfactored Live Load From Floor)0.0000.0000.0000.0000.0000.0000.000kN/mW (Unfactored Wind Load)1.9151.9151.9151.9151.9151.9151.915kN/m^2Pts10.9518.8310.9526.7126.7110.9518.83kN/mPws33.2033.2033.2033.2033.2033.2033.20kN/mPs44.1552.0344.1559.9159.9144.1552.03kN/mWs0.000.000.570.000.571.441.44kN/m^2Ig375024788375024788375024788375024788375024788375024788375024788mm^4/mFr3.1513.1513.1513.1513.1513.1513.151MPaYt82.682.682.682.682.682.682.6mmMcr14.3214.3214.3214.3214.3214.3214.32kN*m/mMbs1.542.044.772.545.779.6110.11kN*m/mDelta S (assumed)67676767676767mmMs assumed4.505.537.736.569.7912.5713.60kN*m/mMcr14.3214.3214.3214.3214.3214.3214.32kN*m/mDetermine I cracked by trial if required to do soN8.468.468.468.468.468.468.46As656656656656656656656mm^2b1000100010001000100010001000mmd139139139139139139139mmkd34343434343434mmEs200000200000200000200000200000200000200000MPaEc23635236352363523635236352363523635MPaIcr73793614737936147379361473793614737936147379361473793614mm^4Ie (calculated if cracks)97828746125307774009198898258632101656101017056026518620416425115233mm^4Ig375024788375024788375024788375024788375024788375024788375024788mm^4Ie final375024788375024788375024788375024788375024788375024788375024788mm^4Ec23635236352363523635236352363523635MPaL6706670667066706670667066706mmKbs1892.41892.41892.41892.41892.41892.41892.4kN*m/mDelta bs1.0241.0281.0241.0331.0331.0241.028Ms1.582.104.882.625.969.8410.40kN*m/mMcr14.3214.3214.3214.3214.3214.3214.32kN*m/mMs assumed4.505.537.736.569.7912.5713.60kN*m/mMs Check14.3214.3214.3214.3214.3214.3214.32kN*m/mIs Ms < Ms CheckPassPassPassPassPassPassPassDelta s Calculated0.81.12.61.43.15.25.5mmDelta s Allowable67676767676767mmSUMMARYVertical Reinforcing15M@12Each FaceDESIGN FOR LIFTINGCOMMENTSTotal Panel Height24.00Feet7.315mTotal Concrete Thickness7.00inches178mmPanel Weight87.5PSF0.164941837kN/m^2# of Rows of lift inserts2022 or 41Width of vertical leg considered120inches3048mm2Maximum Allowable Leg (12*T)78inches1981mm4Leg Width Used in Calcs78inches1981mmFeetTributary Width Lifted by column of lifters120inches3048mmDimension D124inches610mmTop to 1stDimensions not required2Dimension D2132inches3353mm1st to 2ndfor edge lifting11Dimension D3132inches243353mm2nd to 3rd/bottom11Dimension D472inches1829mm3rd to 4th6Dimension D572inches01829mm4th to bottom6Concrete strength at time of lifting2500psi17MPaCantilever2feetAlpha 10.824137931Panel Weight87.500PSF4.190kN/m^2Max Span11feetPanel Suction21.875PSF1.047kN/m^2Cant mom2.1875kip ftserviceService Load109.375PSF5.237kN/m^2span mom16.54296875kip ftserviceFactored Load142.188PSF6.808kN/m^2Max Mom16.54296875Max Mom16.54296875Edge Pick Check78.75Service UDL in Design Strip1094PLF15.962kN/mFactored UDL in Design Strip1422PLF20.751kN/mIg375024788As656.1679790026Service Moment Max16.54kip*ft22.43kN*mFr2.4913643956A24.1550913313Factored Moment Max21.51kip*ft44.86kN*mYt82.55Mr28.2156394184Service Moment per foot2.55kip*ft/ft11.32kN*m/mMcr11.32Factored Moment per foot3.31kip*ft/ft14.72kN*m/mMcr2.54kip*ft/ft11.32kN*m/mMr6.34kip*ft/ft28.22kN*m/mVertical Reinforcing15M@12Each Face

x:Either 1 mat centered or 2 mats of reinforcement with 1" cover from each facex:Net Thickness shall not be less than 140 mmx:1/2 of span of joists or beamsx:1/2 of span of joists or beamsx:When checking below roof this is the parapet height but when checking below floor this is height from floor to top of panelx:Usually 0 because snow load is entered on next loadx:Either 1 mat centered or 2 mats of reinforcement with 1" cover from each facex:If venner is supported directly on foundation pick No. If hung on ties from load bearing wythe pick Yesx:Calculate Load Factor By dividing total width of load supported by a leg by the width of the legx:Cover should be a minimum of 25mm especially on exterior face20mm is acceptable for interiorx:If green okIf red stopx:If negative too much load for panelx:Try and keep Ms < McrOrange means concrete has crackedJohn Richardson:Includes Structural and Arch wythesJohn Richardson:For example if the panel is 20 feet wide and has 4 inserts (2x2), then the tributary width would be 10 feetJohn Richardson:This software only works for two rows high of lift insertsx:If green, all is well and section doesnt crack during lifting..if orange, section cracks but still ok..if red, section failsx:Ensure this dimension is entered correctly for panels with 2 rows of liftersi.e dimension from bottom of panel to bottom liftersx:Cover should be a minimum of 1" especially on exterior face3/4" is acceptable for interior

Sheet2

Sheet3