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Retaining Walls -Concrete Dgn_ACI318-89

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Retaining Walls
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  Retaining Wall Analysis & DesignO T:Customer:Date:Location:Designed:Descripition:Revised: Approved: t m =mh m =m Kg/m2   c  =Kg/m3f'c =Kg/cm2E c =Kg/cm2Rec =cmfy =Kg/cm2  s2 =1800Kg/m3  =30°Fc =0.580.5236t l =mf'c =Kg/cm2E c =Kg/cm2Rec =cm  s1  =1800Kg/m3   =30°Fc =0.580.524 A 0.30 tm Determining Ka & KpSoil 1Soil 2Kp =3.00Ka =0.33Ka =0.33Kp =3.00 Determining the Active & Passive Soil PressureEa = (0.33x1800x3.50 2  =2Ep = (3.00x1800x1.50 2  )=2Ew = (0.33x500x3.50)= G R 5 INFORMACION DEL LOSA 2400 INFORMACION DEL MURO 0.303.50238752250  Version 2.0.0 by Guadalupe Rodriguez, December - 2003  4200 1.80 mts50007-nov-14 0.302502387525    2 .   0   0  m   t  s   #   #   #   #   # 0.90 mts0.60 mts 583 Kg3675 Kg6075 Kg  Retaining Wall Analysis & DesignO T:Customer:Date:Location:Designed:Descripition:Revised: Approved:G R  Version 2.0.0 by Guadalupe Rodriguez, December - 2003  07-nov-14 Determining the safety factors for the retaining wallWeightdM Area( Kg )( m )1(0.30x3.20x1.0x2400) =23040.752(0.30x1.80x1.0x2400) =12960.903(0.90x3.20x1.0x1800) =51841.354(0.60x1.20x1.0x1800) =12960.305(0.90x1.0x500) =4501.35  =10530FS D  = (10530x0.58) +=12155=2.9>2+4258FS  V  = (10889) + (x0.50)=13927=2.6>2(3675x1.17 + (583x1.75)5308Determining the pressure P =10530Kgx =-5308=m A =1.80m2c =0.9m2I =0.486m4e =1.80-0.82=mM =858.71Kg-m2    max  =10530+772.8=Kg/m2@ exterior wall edge1.800.486d =0.30m   =Kg/m2    min  =10530-772.8=Kg/m2@ interior wall edge1.800.486d =0.00m   =Kg/m20.820.0858501728( Kg - m )11666380699838960810889426060753675583607574401392710530 0100020003000400050006000700080001.000.800.600.400.200.000.200.400.600.801.00  Retaining Wall Analysis & DesignO T:Customer:Date:Location:Designed:Descripition:Revised: Approved:G R  Version 2.0.0 by Guadalupe Rodriguez, December - 2003  07-nov-14 wp1 Kg/mwp2 =6980Kg/m ABKg/m2Kg/m2Determining the maximum moment for slab designM1 =1.7 [(6380x0.60x0.30) + (530x0.60x0.4) - (2880xx)]M1 =Kg - mM1 =Kg - cmM2 =1.7 [(6980x0.9x0.45) - (4260x0.9x0.45) - (2925xx)]M2 =Kg - mM2 =Kg - cmM max =Kg - cm Determine the balanced steel ratio.   bal =(3/8) * 0.85 *  1 * (f´c / fy) * (6000 / 6000 + fy)1-1##20   bal =(wall)   bal =(slab)Checking the steel ratio for the floor section pre-definedMu =    *   * b * d 2  * f´c * ( 1 - 0.59   )Mu ==>   =   =    * b * d 2  * f´c   =  As =  min =  max = Using Vrs. 5@25cm( min ) 250.900.3028800.600.30Kg/m24260 8.00 cm2 0.00110.00330.0071 0.0033 0.01790.0095229076129600000.017758506380156112    7   4   4   0   K  g   /  m   2 0.009522912290762290761561  Retaining Wall Analysis & DesignO T:Customer:Date:Location:Designed:Descripition:Revised: Approved:G R  Version 2.0.0 by Guadalupe Rodriguez, December - 2003  07-nov-14 Determining the maximum moment for wall designEa = (0.33x1800x3.20 2  )=2Ep = (3.00x1800x1.20 2  )=2Ew = (0.33x500x3.20)=M3 =1.7 [(3072x1.07) + (533x1.60) - (3888x0.40)]1-1##M3 =Kg - m20M3 =Kg - cmChecking the steel ratio for the floor section pre-definedMu =    *   * b * d 2  * f´c * ( 1 - 0.59   )Mu ==>   =   =    * b * d 2  * f´c   =  As =  min =  max = Using Vrs. 5@25cm( min ) 250.00330.0071 0.00338.00 cm2 129600000.03450.0021533 Kg43774377364377360.03383072 Kg3888 Kg

20141107153956743

Jul 23, 2017

DRDO.pdf

Jul 23, 2017
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