# Retaining Walls -Concrete Dgn_ACI318-89

Description
Retaining Walls
Categories
Published

View again

All materials on our website are shared by users. If you have any questions about copyright issues, please report us to resolve them. We are always happy to assist you.
Related Documents
Share
Transcript
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

Jul 23, 2017

#### DRDO.pdf

Jul 23, 2017
Search
Similar documents

View more...
Tags

Related Search