IntroReinforced Concrete DesignUsing the Ultimate Limit Design MethodVer. 5.6byEng. Mahmoud M. El-KatebStructural Engineering Dept.Faculty of Engineering - Ain Shams University* Calculation of coefficients* Design of slabs* Design of flat slabs* Design of beams* Design of sections under M,N* Check shear in beams* Design for torsion* Design of rectangular columns* Design of circular columns* Design of isolated footings* Design of isolated footings under moment* Design of combined footings* Design of strap footings* Design of retaining walls* Deflection of cantilevers* Deflection of simples

Coeff* Calculation of Coeffecients* Project :Hollow Slabs:AreaWeb breadthSpacingThickSlab thF.CL.LOne wayTwo wayb (cm)e (cm)t (cm)ts (cm)(kg/m2)(kg/m2)Wu (t/m`)Wu (t/m2)112403271502001.2371.38525104212402771502001.1291.25020104312403051502001.1691.31825104412403271502001.2371.38525104512403271502001.2371.38525104Slabs:AreaLong spanShort spanCode of practiceMarcusGrashoffSpan (m)contin.Span (m)contin.ababab151410.4750.2240.5680.2320.7090.2911.25251410.4750.2240.5680.2320.7090.2911.25351410.4750.2240.5680.2320.7090.2911.25451410.4750.2240.5680.2320.7090.2911.25551410.4750.2240.5680.2320.7090.2911.25651410.4750.2240.5680.2320.7090.2911.25751410.4750.2240.5680.2320.7090.2911.25851410.4750.2240.5680.2320.7090.2911.25951410.4750.2240.5680.2320.7090.2911.251051410.4750.2240.5680.2320.7090.2911.25Beams:AreaLoad onLongShortLoad coeff.Load distribution forslab (t/m2)span (m)span (m)shearmomentshear (t/m`)moment (t/m`)10.85540.6000.7871.0201.3371.2520.85540.6000.7871.0201.3371.2530.85540.6000.7871.0201.3371.2540.85540.6000.7871.0201.3371.2550.85540.6000.7871.0201.3371.2560.85540.6000.7871.0201.3371.2570.85540.6000.7871.0201.3371.2580.85540.6000.7871.0201.3371.2590.85540.6000.7871.0201.3371.25100.85540.6000.7871.0201.3371.25

&R&"Arial,Bold Italic"&9Concrete design according to the Egyptian code 1995.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Slabs* Design of Slabs* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Sec.Ult. MomentBreadthDepthC1JAsAsminUsedRft. /mNotesMu (m.t)b (cm)d (cm)(cm2)(cm2)As12100124.0250.8055.751.805.756f12safe0.8260.805022100124.0250.8055.751.805.756f12safe0.8260.805032100124.0250.8055.751.805.756f12safe0.8260.805042100124.0250.8055.751.805.756f12safe0.8260.805052100124.0250.8055.751.805.756f12safe0.8260.805062100124.0250.8055.751.805.756f12safe0.8260.805072100124.0250.8055.751.805.756f12safe0.8260.805082100124.0250.8055.751.805.756f12safe0.8260.805092100124.0250.8055.751.805.756f12safe0.8260.8050102100124.0250.8055.751.805.756f12safe0.8260.8050112100124.0250.8055.751.805.756f12safe0.8260.8050122100124.0250.8055.751.805.756f12safe0.8260.8050132100124.0250.8055.751.805.756f12safe0.8260.8050142100124.0250.8055.751.805.756f12safe0.8260.8050152100124.0250.8055.751.805.756f12safe0.8260.8050162100124.0250.8055.751.805.756f12safe0.8260.8050172100124.0250.8055.751.805.756f12safe0.8260.8050182100124.0250.8055.751.805.756f12safe0.8260.8050192100124.0250.8055.751.805.756f12safe0.8260.8050202100124.0250.8055.751.805.756f12safe0.8260.8050212100124.0250.8055.751.805.756f12safe0.8260.8050222100124.0250.8055.751.805.756f12safe0.8260.8050232100124.0250.8055.751.805.756f12safe0.8260.8050242100124.0250.8055.751.805.756f12safe0.8260.8050252100124.0250.8055.751.805.756f12safe0.8260.8050262100124.0250.8055.751.805.756f12safe0.8260.8050272100124.0250.8055.751.805.756f12safe0.8260.8050282100124.0250.8055.751.805.756f12safe0.8260.8050292100124.0250.8055.751.805.756f12safe0.8260.8050302100124.0250.8055.751.805.756f12safe0.8260.8050312100124.0250.8055.751.805.756f12safe0.8260.8050322100124.0250.8055.751.805.756f12safe0.8260.8050332100124.0250.8055.751.805.756f12safe0.8260.8050342100124.0250.8055.751.805.756f12safe0.8260.8050

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Flat slab* Design of Flat Slab* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Module:Long direction6mShort direc.4.5m29.8105437521.3982666667Marginal beams: 1)Yes 2)No10Column dim.:Long direction55cmShort direc.55cmSlab thickness:20cm0.30.2Live load:300kg/m2Walls load:200kg/m2Slab load Wsu =1.67t/m2Long direction8.9413.41Column strip8.947.4526359375Long direction5.964.47Field strip5.964.4715815625Short direction6.429.63Column strip6.425.3495666667Short direction4.283.21Field strip4.283.20974Sec.Ult. MomentBreadthDepthC1JAsAsminUsedRft. /mNotesMu (m.t)b (cm)d (cm)(cm2)(cm2)As18.94225184.2830.8137.546.087.544f16safe0.8260.813028.94225184.2830.8137.546.087.544f16safe0.8260.813037.45225184.6910.8236.216.086.214f16safe0.8260.8230413.41225183.4970.78111.776.0811.776f16safe0.8260.781055.96225185.2450.8264.956.086.085f12safe0.8260.833065.96225185.2450.8264.956.086.085f12safe0.8260.833074.47225186.0570.8263.716.086.084f12safe0.8260.843084.47225186.0570.8263.716.086.084f12safe0.8260.843096.42300185.8370.8264.008.108.104f12safe0.8260.8400106.42300185.8370.8264.008.108.104f12safe0.8260.8400115.35300186.3940.8263.338.108.103f12safe0.8260.8460129.63300184.7660.8256.018.108.106f12safe0.8260.8250134.28300187.1490.8262.678.108.103f12safe0.8260.8510144.28300187.1490.8262.678.108.103f12safe0.8260.8510153.21300188.2540.8262.008.108.102f12safe0.8260.8550163.21300188.2540.8262.008.108.102f12safe0.8260.8550

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb12345678910111213141516

Beams* Design of Beams* Project :Concrete Fcu =300kg/cm2Steel Fy =3600kg/cm2Sec.Ult. MomentBreadthComp.fl.DepthC1JAsminUsedRft.NotesMu (m.t)b (cm)B (cm)d (cm)As(cm2)As15725251003.6270.78820.087.6420.085f25safe0.8260.7887.638888888926.71024162357.63888888893.75027725251003.1210.75528.337.6428.336f25safe0.8260.7557.638888888937.68486251347.63888888893.75033225251004.8410.82610.767.6410.763f25safe0.8260.8267.638888888914.31261770247.63888888893.750455.4225251003.6790.79119.467.6419.464f25safe0.8260.7917.638888888925.88730082227.63888888893.750578.325251003.0950.75328.907.6428.906f25safe0.8260.7537.638888888938.43830932997.63888888893.750631.6725251004.8660.82610.657.6410.655f18safe0.8260.8277.638888888914.16501883247.63888888893.75074425251004.1290.80915.127.6415.126f18safe0.8260.8097.638888888920.10377594317.63888888893.750810.525251008.4520.8263.534.704.703f16safe0.8260.8567.63888888894.69632768364.69632768363.750970.6625251254.0720.80719.469.5519.464f25safe0.8260.8079.548611111125.88713447019.54861111114.68750108525251253.7130.79323.839.5523.835f25safe0.8260.7939.548611111131.69888623999.54861111114.6875011152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375012152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375013152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375014152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375015152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375016152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375017152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375018152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375019152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375020152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375021152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375022152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375023152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375024152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375025152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375026152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375027152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375028152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375029152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375030152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375031152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375032152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375033152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.4375034152525654.5960.8217.814.977.814f16safe0.8260.8214.965277777810.38187196214.96527777782.43750

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

M,N* Design of Sec. under M,N* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Sec.Ult. MomentNormalBreadthDepthThickecc.C1JAsminUsedRft.Mu (m.t)Nu (t)b (cm)d (cm)t (cm)As(cm2)As115-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375215-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375315-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375415-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375515-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375615-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375715-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375815-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375915-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751015-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751115-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751215-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751315-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751415-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751515-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751615-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751715-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751815-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43751915-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752015-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752115-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752215-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752315-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752415-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752515-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752615-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752715-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752815-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43752915-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43753015-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43753115-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43753215-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43753315-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.43753415-20256570Big3.3640.7735.224.975.223f160.750-11.05210.8260.7734.96527777786.93841575474.96527777782.4375

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Shear* Check shear in beams* Project :Concrete Fcu =300kg/cm2Concrete qall =10.607kg/cm2Stirrups Fy =3600kg/cm2Sec.Ult. ShearBreadthDepthquAsno. ofStirrupsNotesQu (ton)b (cm)d (cm)(kg/cm2)Sbran.156.52510022.600.13829f10safe00.785241.652510016.660.09126f10safe00.785337.52510015.000.07725f10safe00.785427.32510010.920.04525f8safe00.5025512510020.400.12128f10safe00.785623251009.200.03124f8safe00.502784.22512526.940.17328f12safe01.130863.22512520.220.11928f10safe00.78591525659.230.03124f8safe00.502101525659.230.03124f8safe00.502111525659.230.03124f8safe00.502121525659.230.03124f8safe00.502131525659.230.03124f8safe00.502141525659.230.03124f8safe00.502151525659.230.03124f8safe00.502161525659.230.03124f8safe00.502171525659.230.03124f8safe00.502181525659.230.03124f8safe00.502191525659.230.03124f8safe00.502201525659.230.03124f8safe00.502211525659.230.03124f8safe00.502221525659.230.03124f8safe00.502231525659.230.03124f8safe00.502241525659.230.03124f8safe00.502251525659.230.03124f8safe00.502261525659.230.03124f8safe00.502271525659.230.03124f8safe00.502281525659.230.03124f8safe00.502291525659.230.03124f8safe00.502301525659.230.03124f8safe00.502311525659.230.03124f8safe00.502321525659.230.03124f8safe00.502331525659.230.03124f8safe00.502

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Torsion* Design for Torsion* Project :Concrete Fcu =225kg/cm2Concrete qall =9.186kg/cm2Stirrups Fy =2400kg/cm2Horizontal bars Fy =3600kg/cm2Ult. torsional momentSec. dim.Ult. shear forceSec.Mu (m.t)b (cm)t (cm)Qu (ton)13307012Due to shearqsuNotes0.3956238960.91841261586.15kg/cm2safe3.63403753268.436158557810.902112597725.3084756733Due to torsionqtuNotes0014.29kg/cm2safeCalculation of stirrups:Due to shearno.fNotes6.2800.06234189370.5024Due to torsionno.fNotes1.51801.55.3100.000.04156126250.785Horizontal Rft.no.f7104.98735149570.7856.3533140072

&R&"Arial,Bold Italic"&9Concrete Design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Rec-col* Design of Rectangular Columns* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Col.Ult. Loaddesireddim of columnAsReinforcementNu (ton)m %b (cm)t (cm)(cm2)1256516.259f160.421587.301587301663.492063492111501.3256019.5010f160.451481.481481481559.25925925931.6255522.009f180.4851374.570446735454.98281786941258521.2511f160.422116.402116402184.656084656122001.3258026.0013f160.451975.308641975379.0123456791.6257530.0012f180.4851832.760595647273.31042382591255513.757f160.421269.841269841350.793650793731201.3255016.259f160.451185.185185185247.40740740741.6254518.008f180.4851099.656357388343.98625429551256516.259f160.421587.301587301663.492063492141501.3256019.5010f160.451481.481481481559.25925925931.6255522.009f180.4851374.570446735454.98281786941306519.5010f160.421904.761904761963.492063492151801.3306023.4012f160.451777.777777777859.25925925931.6305526.4011f180.4851649.484536082554.98281786941307522.5012f160.422222.222222222274.074074074162101.3307027.3014f160.452074.074074074169.13580246911.6306531.2013f180.4851924.398625429664.14662084771308525.5013f160.422539.682539682584.656084656172401.3308031.2016f160.452370.370370370479.0123456791.6307536.0015f180.4852199.312714776673.310423825913010030.0015f160.422857.142857142995.238095238182701.3309035.1018f160.452666.666666666788.88888888891.6308540.8017f180.4852474.226804123782.474226804113011033.0017f160.423174.6031746032105.820105820193001.33010039.0020f160.452962.96296296398.76543209881.6309545.6018f180.4852749.140893470891.638029782413012036.0018f160.423492.0634920635116.4021164021103301.33011042.9022f160.453259.2592592593108.64197530861.63010550.4020f180.4853024.0549828179100.801832760613013039.0020f160.423809.5238095238126.9841269841113601.33012046.8024f160.453555.5555555556118.51851851851.63011052.8021f180.4853298.969072165109.9656357388

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Cir-col* Design of Circular Columns* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Col.Ult. LoaddesiredDiamterAsReinforcementNu (ton)m %D (cm)(cm2)14012.567f161.361418.068240713936.136481427811001.33512.507f161.46337517.427332820534.85466564091.63515.397f181.55462516.908143197533.816286395114012.567f161.361419.792766026939.585532053721201.34016.339f161.46337519.090686605838.18137321171.64020.108f181.55462518.521942869637.043885739314515.908f161.361422.128985149444.257970298831501.34520.6711f161.46337521.344036493942.68807298781.64525.4311f181.55462520.708161665941.416323331915019.6310f161.361424.24108868248.482177364141801.35025.5113f161.46337523.381220511846.76244102371.65031.4013f181.55462522.684654537845.369309075615523.7512f161.361426.183368332652.366736665152101.35530.8716f161.46337525.254604558350.50920911651.65031.4013f181.55462524.502227315449.004454630816028.2615f161.361427.991198152155.982396304162401.35530.8716f161.46337526.99830791353.9966158261.65537.9915f181.55462526.193982807852.387965615516028.2615f161.361429.689149040359.378298080672701.36036.7419f161.46337528.636029908857.27205981751.66045.2218f181.55462527.782914304555.565828608916533.1717f161.361431.295110919862.590221839783001.36543.1222f161.46337530.185025885560.37005177091.66045.2218f181.55462529.285763079858.571526159617038.4720f161.361432.822589237265.645178474493301.36543.1222f161.46337531.658322230963.31664446181.66553.0721f181.55462530.715167443561.43033488717038.4720f161.361434.282076380868.5641527617103601.37050.0025f161.46337533.066039152766.13207830541.66553.0721f181.55462532.080946105164.161892210217544.1622f161.361435.681916396571.3638327931113901.37050.0025f161.46337534.416224720668.83244944111.67061.5425f181.55462533.390907368966.7818147377

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Footings* Design of Isolated footings* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Bearing capacity qall =1.50kg/cm2Column working loadcolumn dim.extensionfootNw (ton)b (cm)t (cm)of P.C (cm)F1100255040Dims. of P.C :B (cm)L (cm)25027566666.6666666667271.001289487425Dims. of R.C :B (cm)L (cm)t (cm)17019560Shear stress (kg/cm2)Notes3.784safe4.5248868778466.00124986980Punching stress (kg/cm2)Notes5.550safe112941.17647058812.247448713912.247448713912.2474487139072.5Calculation of Rft. :As /mAsmin1189196.832579197.2900.8510.8260.8267.278.25cm28.25Long Rft. :no.ftotal no.516/m102.0096Short Rft. :no.ftotal no.516/m112.0096

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Foot-mom* Design of Isolated footings under moment* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Bearing capacity qall =1.50kg/cm2Column working loadMomentcolumn dim.extensionfootNw (ton)Mw (m.t)b (cm)t (cm)of P.C (cm)F1100102550200.1Dims. of P.C :B (cm)L (cm)Lmin (cm)25027560Choose dim of P.C25027566666.6666666667271.001289487425Dims. of R.C :B (cm)L (cm)t (cm)21023560Max. Stree (kg/cm2) =1.77Safe case (2)0Min. Stress (kg/cm2) =1.14No tension0Shear stress (kg/cm2)Notes4.317safe3.0395136778666.001249869802.54370648211.50897842162.25310200562.39840424392.1364199051Punching stress (kg/cm2)Notes2.34006319366.148safe125106.38297872312.247448713912.247448713912.2474487139092.592.5Calculation of Rft. :As /mAsmin1501662.427538086.4880.8460.8260.8269.188.25cm21300341.945288756.97169441450.84949840210.8260.8269.188.09806510438.25Long Rft. :no.ftotal no.516/m122.0096Short Rft. :no.ftotal no.516/m132.0096

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Combined* Design of Combined footings* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Bearing capacity qall =1.50kg/cm2Column working loadcolumndim. (cm)extensionColNw (ton)trans.long.of P.C (cm)exter.60255025inter.84257025Distance from c.g to c.g:2.15m1.2541666667350.8333333333270.4225352113259.4594594595259.4594594595Resultant of 2 loads is at:1.25mfrom external column228.5714285714Dims. of P.C :B (cm)L (cm)minimum275355chosen230420Dims. of R.C :B (cm)L (cm)t (cm)0.604166666723.708108108116.4108108108180370600.345833333323.70810810813.65865865876.001249869832.5038.91891891890.94583333330.60416666671.541666666710.57.10304054055454Longitudinal direction:10.52818469678.6592642382.7800.8260.86113149330.85682431520.8260.8260.826Top Rft. :no.ftotal no.14.586.63527985219.808537350914.5814.5814.58516/m114.03065286624.0306528662Bottom Rft. :no.ftotal no.5360.416666666753516/m1133.333333333346.66666666670.7750.775Transverse direction:10.010416666714.0145833333119.25199.6666666667Top Rft. :no.ftotal no.7.08475139957.74790322997.08475139952.780512/m200.85016302160.8260.85347785890.8260.826Bottom Rft. :no.ftotal no.9.527632473913.3386854635416/m167.9896289097.956.68047685997.9896289093.97573094591723.84.03465052813.37354710684.03465052810

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Strap* Design of Strap footings* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Stirrups Fy =2400kg/cm2Bearing capacity qall =1.50kg/cm2Column working loadcolumndim. (cm)extensionColNw (ton)trans.long.of P.C (cm)exter.7150250inter.124802540Distance from c.g to c.g:4.14m99.979591836795.0204081633Take eccentricity =1.2m251.5209857528248.4193677471Dims. of P.C :B (cm)L (cm)external footing25526544.435374149755.8943577431internal footing2552501.59782608738.397959183724.632653061282Dims. of R.C :B (cm)L (cm)t (cm)external footing175225603.62401855644.52469061783.62401855642.78internal footing175170600.78823017250.8195484453024.75312263315.2725468224.753122633Longitudinal direction:6.5150083258Dim. Of strap beam :b (cm)t (cm)0.72514.68973589445.85918876990.84066899450.82650900.8266.159.03667880669.03667880664.4967549794Rft. Of strap beam :no.fTop Rft.72228.9795918367Bottom Rft.51610.60228969649.185586535400.07198875934.5852712931Stirrups :no.f5104branches57.131195335354.297376093319.995918367310.85947521870.6250.6250.4750.6252.42374768096.00124986981.7421617998Transverse direction:11.15843658890.6256.12542274050.475005555Bottom Rft. :no.ftotal no.9.56528475182.7811.221857420200external footing516/m130.85923235990.8260.8622037173internal footing516/m1010.23409328360.8265.61800456790.8264.54848590388.253.30470856948.254.1052945868.254.1052945868.25

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-Kateb

Walls* Design of Retaining Walls* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm2Bearing capacity qall =1.00kg/cm20.250.38377777780.20Soil density g =1.80ton/m30.2t/m'forceweightslidoverstress1.8954Cohesion of soil C =0.00kg/cm22.2682.18756.0850612467.197127.197120.18Angle of friction d =22degree4.76283.755.43750.92968750.486Coeff. of earth pressure Ka =0.33.503.301.9142.77533.74220.53011.5214.1584.10156251.4659325mom0.401.550.700.2521.1169.77130.0972781114e3.493815.069522.08566250.600.180.301.4042.500.362.902.94030.063.234330.32673.56103Factor of safety against sliding =1.74Factor of safety against overturning =3.07Max. stress on soil =0.62kg/cm2Safe stressNo tension on soil00Min. stress on soil =0.42kg/cm2Safe stressNo tension on soil00Calculation of Rft. :0.21Mu (m.t)C1JAs (cm2)As min0.8528977302For wall5.344.520.8198.233.308f120.81932300870.8261.13048.23For Base11.737.620.8267.178.255f160.12622322560.500.56111127660.65088908097.8188050838540165.6469444963378.62.00968.25

&R&"Arial,Bold Italic"&9Concrete design using the ultimate limit design method.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-KatebR.CP.C

Cantilevers* Deflection of Cantilevers* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm221000027.7448858362BreadthDepthThicknessSpanSec.Properties of sec:b (cm)d (cm)t (cm)L (m)714583.333333333566458.0858227812565702.4512.5368.793-13289.265Top Rft.:no.farea21.035909747751812.72cm2492053.25467324Bottom Rft.:no.farea51812.72cm20.80.60.8Working loads:PDL (t)PLL (t)WDL (t/m)WLL (t/m)72000043200011520002.501.50518509.890877197Initial deflection:0.15cm0.09521791090.0571307465After long term:0.23cmAllowable value:0.53cm0Notes:Safe

&R&"Arial,Bold Italic"&9Concrete design according to the Egyptian code1995.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-KatebSpanWDL+ WLLPDL+ PLL

Simples* Deflection of Simples* Project :Concrete Fcu =225kg/cm2Steel Fy =3600kg/cm221000027.7448858362BreadthDepthThicknessSpanSec.Properties of sec:b (cm)d (cm)t (cm)L (m)714583.333333333566458.0858227812565706512.5214.0224-10113.312Top Rft.:no.farea21.14354643414124.52cm2385159.057118114Bottom Rft.:no.farea51610.05cm21.460.61.46Working loads:PDL (t)PLL (t)WDL (t/m)WLL (t/m)112500082500019500001.501.002.001.50393234.290964254Initial deflection:0.85cm0.49043826360.3610170552After long term:1.57cmAllowable value:2.40cm0Notes:Safe

&R&"Arial,Bold Italic"&9Concrete design according to the Egyptian code 1995.&L&"Arial,Bold Italic"&9By: Eng. Mahmoud El-KatebSpan/2Span/2WDL+ WLLPDL+ PLL