DESIGN OF RING FOUNDATION FOR CLARIFLACCULATOR

DESIGN PARAMETERS

GRADE OF CONCRET = M 20GRADE OF STEEL = Fe 415SBC OF SOIL = 250 KN/M^2DENSITY OF SOIL = 180 KN/M^3

( 1 ) LIMIT STATE PARAMETERS

230 N/Sq.MMQ = 2.98

STRUCTURAL PARAMETERS NO. OF COLUMNS = 12P.C.D. OF COLUMNS = 12000 MM

SIZE OF PEDESTAL = 800 800HEIGHT OF PEDESTAL = 2000 MMPEDESTAL ABOVE GL = 500 MMDEPTH OF FOUNDATION = 2000 MMWIDTH OF FOUNDATION = 3600 MMSIZE OF RING BEAM = 800 800THICKNESS OF RAFT SLAB = 300 MMPROJECTION OF SLAB BEYOND PEDESTAL =. 1400 MM

LOAD PER COLUMN = P = 583 KN278 KN

(A) OUTER COLUMNS

1. DESIGN OF BASE RAFT WITH BACK FILL

VERTICAL LOADS :

FROM LOAD OVER PEDESTAL = 6996 KNFROM SELF WEIGHT OF FOUNDATION = -PEDESTALS = 384 KN-BASE RAFT = 1018.008 KN-RING BEAM 377.04 KNFROM SOIL OVER BURDEN = 32304.787 KN

TOTAL VERTICAL LOAD = 41079.835 KN

sst =

TOTAL HORIZONTAL LOAD = 3336 KNTOTAL MOMENT AT BASE OF FOUNDATION = 8340 KN-M

AREA OF FOOTING = 135.73440 SQ.MSECTION MODULUS = 314.56447 CU.M

SOIL PRESSURE = 302.64867 KN/SQ.M26.512848 KN/SQ.M

MAXIMUM SOIL PRESSURE = 329.16151 KN/SQ.MMINIMUM SOIL PRESSURE = 276.13582 KN/SQ.M

DESIGN OF BASE RAFT

METHOD OF DESIGN : LIMIT STATE

PROJECTION OF RAFT BEYOND PEDESTAL = 1400 MMSELF WEIGHT OF RAFT = -12.5 KN/M^2WEIGHT OF OVER BURDEN = -270 KN/M^2

NET UPWARD PRESSURE = 46.661515 KN/M^2MAX. BM = 45.728284 KN-MDEPTH REQUIRED = 151.7155 MMDEPTH PROVIDED = 300 MMCLEAR COVER = 50 MMEFFECTIVE DEPTH = 250 MMSTEEL REQUIRED = Ast = 1371.163 SQ.MMMIN. STEEL REQUIRED/FACE =AsT-Min = 150 SQ.MM MAIN REINFORCEMENT

SIZE OF BAR = 16 MMAREA OF BAR = 201.088 SQ.MMSPACING OF BARS = 146.65507 SQ.MM

DISTRIBUTION REINFORCEMENT

SIZE OF BAR = 8 MMAREA OF BAR = 50.272 SQ.MMSPACING OF BARS = 335.14667 SQ.MM

PROVIDE 16 MM BARS AT 140 MM C/C AS MAIN REINFORCEMENT AND8 MM BARS AT 200 MM C/C AS DISTRIBUTION REINFORCEMENT

DESIGN OF RING GIRDER

DESIGN FOR BENDING

NEGATIVE BM COEFFICIENT = 0.0037POSITIVE BM COEFFICIENT = 0.0014

TWISTING MOMENT COEFFICIENT = 0.0017

LOAD ON RING GIRDER = 167.98145 KN/MSELF WEIGHT OF RING GIRDER = -16 KN/MNET LOAD ON RING BEAM = 151.98145 KN/M TOTAL LOAD ON RING BEAM = 5730.3087 KN

MAXIMUM NEGATIVE BM =M1= 127.21285 KN-MMAXIMUM POSITIVE BM =M2= 48.134593 KN-MMAXIMUM TORSIONAL MOMENT =Mt= 58.449149 KN-M

MOMENT DUE TO TORSION = 68.763704 KN-M

DESIGN NEGATIVE MAXIMUM BM = 195.97656 KN-MDESIGN POSITIVE MAXIMUM BM = 116.8983 KN-M

DEPTH REQUIRED = 351.15153 MMDEPTH PROVIDED = 800 MMCOVER= 50 MMEFFECTIVE DEPTH = 750 MM

STEEL REQUIRED FOR M1 = 1958.7862 SQ.MMSTEEL REQUIRED FOR M2 = 1168.3988 SQ.MMAst- Min = 1500 SQ.MM

SIZE OF BAR = 20 MMAREA OF BAR = 314.2 SQ.MMNO. OF BARS FOR M1 = 6.2342017

SIZE OF BAR = 20 MMAREA OF BAR = 314.2 SQ.MMNO. OF BARS FOR M2 = 4.7740293

DESIGN FOR SHEAR

TOTAL LOAD ON RING BEAM = 5730.3087 KNLOAD PER PEDESTAL = 583 KNNET SHEAR FORCE =V= 105.47427 KNSHEAR FORCE DUE TO Mt =Vt = 137.52741 KNDESIGN SHEAR FORCE = 243.00168 KNPERCENTAGE REINFORCEMENT = 0.3264644 N/SQ.MMDESIGN SHEAR STRENGTH = 0.33 N/SQ.MMSHEAR CAPACITY OF CONCRETE = 19.8 KNSHEAR FORCE BY STIRRUPS = 85.674275 KNSIZE OF STIRRUP BARS = 10 MMNO. OF STIRRUP LEGS = 4AREA OF STIRRUPS = 78.55 SQ.MMSPACING OF STIRRUPS = 662.05352 MM

2. DESIGN OF BASE RAFT WITHOUT BACK FILL

VERTICAL LOADS :

FROM PEDESTAL = 6996 KNFROM SELF WEIGHT OF FOUNDATION = -PEDESTALS = 384 KN-BASE RAFT = 1018.008 KN-RING BEAM 377.04 KN

TOTAL VERTICAL LOAD = 8775.048 KNTOTAL HORIZONTAL LOAD = 3336 KNTOTAL MOMENT AT BASE OF FOUNDATION = 8340 KN-M

AREA OF FOOTING = 135.7344 SQ.MSECTION MODULUS = 314.56447 CU.M

SOIL PRESSURE = 64.648667 KN/SQ.M26.512848 KN/SQ.M

MAXIMUM SOIL PRESSURE = 91.161515 KN/SQ.MMINIMUM SOIL PRESSURE = 38.135819 KN/SQ.M

DESIGN OF BASE RAFT

METHOD OF DESIGN : LIMIT STATE

PROJECTION OF RAFT BEYOND PEDESTAL = 1400 MMSELF WEIGHT OF RAFT = -12.5 KN/M^2WEIGHT OF OVER BURDEN = 0 KN/M^2

NET UPWARD PRESSURE = 78.661515 KN/M^2MAX. BM = 77.088284 KN-MDEPTH REQUIRED = 196.98433 MMDEPTH PROVIDED = 300 MMCLEAR COVER = 50 MMEFFECTIVE DEPTH = 250 MMSTEEL REQUIRED = Ast = 2311.4928 SQ.MMMIN. STEEL REQUIRED/FACE =AsT-Min = 150 SQ.MM MAIN REINFORCEMENT

SIZE OF BAR = 16 MMAREA OF BAR = 201.088 SQ.MMSPACING OF BARS = 86.994864 SQ.MM

DISTRIBUTION REINFORCEMENT

SIZE OF BAR = 12 MMAREA OF BAR = 113.112 SQ.MMSPACING OF BARS = 754.08 SQ.MM

PROVIDE 16 MM BARS AT 80 MM C/C AS MAIN REINFORCEMENT AND8 MM BARS AT 200 MM C/C AS DISTRIBUTION REINFORCEMENT

DESIGN OF RING GIRDER

DESIGN FOR BENDING

NEGATIVE BM COEFFICIENT = 0.0037POSITIVE BM COEFFICIENT = 0.0014TWISTING MOMENT COEFFICIENT = 0.0017

LOAD ON RING GIRDER = 283.18145 KN/MSELF WEIGHT OF RING GIRDER = -16 KN/MNET LOAD ON RING BEAM = 267.18145 KN/M TOTAL LOAD ON RING BEAM = 10073.81 KN

MAXIMUM NEGATIVE BM =M1= 223.63857 KN-MMAXIMUM POSITIVE BM =M2= 84.62 KN-MMAXIMUM TORSIONAL MOMENT =Mt= 102.75286 KN-M

MOMENT DUE TO TORSION = 120.88571 KN-M

DESIGN NEGATIVE MAXIMUM BM = 344.52428 KN-MDESIGN POSITIVE MAXIMUM BM = 205.50571 KN-M

DEPTH REQUIRED = 465.58869 MMDEPTH PROVIDED = 800 MMCOVER= 50 MMEFFECTIVE DEPTH = 750 MM

STEEL REQUIRED FOR M1 = 3443.5211 SQ.MMSTEEL REQUIRED FOR M2 = 2054.0301 SQ.MMAst- Min = 1500 SQ.MM

SIZE OF BAR = 25 MMAREA OF BAR = 490.9375 SQ.MMNO. OF BARS FOR M1 = 7.0141741

SIZE OF BAR = 25 MMAREA OF BAR = 490.9375 SQ.MMNO. OF BARS FOR M2 = 4.1838933

DESIGN FOR SHEAR

TOTAL LOAD ON RING BEAM = 10073.81 KNLOAD PER PEDESTAL = 583 KN

NET SHEAR FORCE =V= 256.48413 KNSHEAR FORCE DUE TO Mt =Vt = 241.77143 KNDESIGN SHEAR FORCE = 498.25555 KNPERCENTAGE REINFORCEMENT = 0.5739202 N/SQ.MMDESIGN SHEAR STRENGTH = 0.33 N/SQ.MMSHEAR CAPACITY OF CONCRETE = 19.8 KNSHEAR FORCE BY STIRRUPS = 236.68413 KNSIZE OF STIRRUP BARS = 10 MMNO. OF STIRRUP LEGS = 2AREA OF STIRRUPS = 78.55 SQ.MMSPACING OF STIRRUPS = 119.82416 MM

DESIGN OF PEDESTAL

LOAD ON PEDESTAL-VERTICAL = 583 KNLOAD ON PEDESTAL-HORIZONTAL = 278 KNHEIGHT OF PEDESTAL = 2000 MMMOMENT IN PEDESTAL = 556 KN-M

Pu / Fck. B . D = 0.0683203Mu / Fck . B. D^2 = 0.0407227Pt/Fck = 0.8Pt = 5120 SQ.MMSIZE OF BAR = 20 MM AREA OF BAR = 314.2 SQ.MMNO. OF BARS = 16.295353

DESIGN OF RING FOUNDATION FOR CLARIFLACCULATOR

MM X MM

MM X MM

* VERTICAL LOAD* HORIZONTAL LOAD

* P/A* M/Z

* P/A + M/Z* P/A - M/Z

* M1 + Mt* M2+Mt* Me = Mt (1+D/B)/1.7

* 1.6 Mt / B* V + Vt

* P/A* M/Z

* P/A + M/Z* P/A - M/Z

* M1 + Mt* M2+Mt* Me = Mt (1+D/B)/1.7

* 1.6 Mt / B* V + Vt

DESIGN OF RING FOUNDATION FOR CLARIFLACCULATOR

DESIGN PARAMETERS

GRADE OF CONCRET = M 20GRADE OF STEEL = Fe 415SBC OF SOIL = 250 KN/M^2DENSITY OF SOIL = 180 KN/M^3

( 1 ) LIMIT STATE PARAMETERS

230 N/Sq.MMQ = 2.98

STRUCTURAL PARAMETERS NO. OF COLUMNS = 6P.C.D. OF COLUMNS = 3000 MMSIZE OF PEDESTAL = 800 800HEIGHT OF PEDESTAL = 2000 PEDESTAL ABOVE GL = 500 MMDEPTH OF FOUNDATION = 2000 MMWIDTH OF FOUNDATION = 3000 MMSIZE OF RING BEAM = 800 450THICKNESS OF RAFT SLAB = 250 MMPROJECTION OF SLAB BEYOND PEDESTAL =. 1100 MM

LOAD PER COLUMN = P = 692 KN0 KN

(A) INNER COLUMNS

1. DESIGN OF BASE RAFT WITH BACK FILL

VERTICAL LOADS :

FROM LOAD OVER PEDESTAL = 4152 KNFROM SELF WEIGHT OF FOUNDATION = -PEDESTALS = 192 KN-BASE RAFT = 176.7375 KN-RING BEAM 37.704 KNFROM SOIL OVER BURDEN = 6532.218 KN

TOTAL VERTICAL LOAD = 11090.66 KNTOTAL HORIZONTAL LOAD = 0 KNTOTAL MOMENT AT BASE OF FOUNDATION = 0 KN-M

sst =

AREA OF FOOTING = 28.27800 SQ.MSECTION MODULUS = 21.2085 CU.M

SOIL PRESSURE = 392.20099 KN/SQ.M0 KN/SQ.M

MAXIMUM SOIL PRESSURE = 392.20099 KN/SQ.MMINIMUM SOIL PRESSURE = 392.20099 KN/SQ.M

DESIGN OF BASE RAFT

METHOD OF DESIGN : LIMIT STATE

PROJECTION OF RAFT BEYOND PEDESTAL = 1100 MMSELF WEIGHT OF RAFT = -12.5 KN/M^2WEIGHT OF OVER BURDEN = -270 KN/M^2

NET UPWARD PRESSURE = 109.70099 KN/M^2MAX. BM = 66.369097 KN-MDEPTH REQUIRED = 182.77654 MMDEPTH PROVIDED = 250 MMCLEAR COVER = 50 MMEFFECTIVE DEPTH = 200 MMSTEEL REQUIRED = Ast = 2487.5973 SQ.MMMIN. STEEL REQUIRED/FACE =AsT-Min = 120 SQ.MM MAIN REINFORCEMENT

SIZE OF BAR = 16 MMAREA OF BAR = 201.088 SQ.MMSPACING OF BARS = 80.836234 SQ.MM

DISTRIBUTION REINFORCEMENT

SIZE OF BAR = 8 MMAREA OF BAR = 50.272 SQ.MMSPACING OF BARS = 418.93333 SQ.MM

PROVIDE 16 MM BARS AT 140 MM C/C AS MAIN REINFORCEMENT AND8 MM BARS AT 200 MM C/C AS DISTRIBUTION REINFORCEMENT

DESIGN OF RING GIRDER

DESIGN FOR BENDING

NEGATIVE BM COEFFICIENT = 0.0037POSITIVE BM COEFFICIENT = 0.0014TWISTING MOMENT COEFFICIENT = 0.0017

LOAD ON RING GIRDER = 329.10296 KN/MSELF WEIGHT OF RING GIRDER = -9 KN/MNET LOAD ON RING BEAM = 320.10296 KN/M TOTAL LOAD ON RING BEAM = 3017.2905 KN

MAXIMUM NEGATIVE BM =M1= 16.745962 KN-MMAXIMUM POSITIVE BM =M2= 6.3363101 KN-MMAXIMUM TORSIONAL MOMENT =Mt= 7.6940908 KN-M

MOMENT DUE TO TORSION = 7.0717746 KN-M

DESIGN NEGATIVE MAXIMUM BM = 23.817737 KN-MDESIGN POSITIVE MAXIMUM BM = 13.408085 KN-M

DEPTH REQUIRED = 122.41729 MMDEPTH PROVIDED = 450 MMCOVER= 50 MMEFFECTIVE DEPTH = 400 MM

STEEL REQUIRED FOR M1 = 446.35939 SQ.MMSTEEL REQUIRED FOR M2 = 251.27595 SQ.MMAst- Min = 800 SQ.MM

SIZE OF BAR = 20 MMAREA OF BAR = 314.2 SQ.MMNO. OF BARS FOR M1 = 2.5461489

SIZE OF BAR = 20 MMAREA OF BAR = 314.2 SQ.MMNO. OF BARS FOR M2 = 2.5461489

DESIGN FOR SHEAR

TOTAL LOAD ON RING BEAM = 3017.2905 KNLOAD PER PEDESTAL = 692 KNNET SHEAR FORCE =V= 440.55912 KNSHEAR FORCE DUE TO Mt =Vt = 14.143549 KNDESIGN SHEAR FORCE = 454.70267 KNPERCENTAGE REINFORCEMENT = 0.1394873 N/SQ.MMDESIGN SHEAR STRENGTH = 0.33 N/SQ.MMSHEAR CAPACITY OF CONCRETE = 10.56 KNSHEAR FORCE BY STIRRUPS = 429.99912 KNSIZE OF STIRRUP BARS = 10 MMNO. OF STIRRUP LEGS = 4AREA OF STIRRUPS = 78.55 SQ.MMSPACING OF STIRRUPS = 70.351715 MM

2. DESIGN OF BASE RAFT WITHOUT BACK FILL

VERTICAL LOADS :

FROM PEDESTAL = 4152 KNFROM SELF WEIGHT OF FOUNDATION = -PEDESTALS = 192 KN-BASE RAFT = 176.7375 KN-RING BEAM 37.704 KN

TOTAL VERTICAL LOAD = 4558.4415 KNTOTAL HORIZONTAL LOAD = 0 KNTOTAL MOMENT AT BASE OF FOUNDATION = 0 KN-M

AREA OF FOOTING = 28.278 SQ.MSECTION MODULUS = 21.2085 CU.M

SOIL PRESSURE = 161.20099 KN/SQ.M0 KN/SQ.M

MAXIMUM SOIL PRESSURE = 161.20099 KN/SQ.MMINIMUM SOIL PRESSURE = 161.20099 KN/SQ.M

DESIGN OF BASE RAFT

METHOD OF DESIGN : LIMIT STATE

PROJECTION OF RAFT BEYOND PEDESTAL = 1100 MMSELF WEIGHT OF RAFT = -12.5 KN/M^2WEIGHT OF OVER BURDEN = 0 KN/M^2

NET UPWARD PRESSURE = 148.70099 KN/M^2MAX. BM = 89.964097 KN-MDEPTH REQUIRED = 212.80024 MMDEPTH PROVIDED = 250 MMCLEAR COVER = 50 MMEFFECTIVE DEPTH = 200 MMSTEEL REQUIRED = Ast = 3371.9677 SQ.MMMIN. STEEL REQUIRED/FACE =AsT-Min = 120 SQ.MM MAIN REINFORCEMENT

SIZE OF BAR = 16 MMAREA OF BAR = 201.088 SQ.MMSPACING OF BARS = 59.63521 SQ.MM

DISTRIBUTION REINFORCEMENT

SIZE OF BAR = 12 MMAREA OF BAR = 113.112 SQ.MMSPACING OF BARS = 942.6 SQ.MM

PROVIDE 16 MM BARS AT 80 MM C/C AS MAIN REINFORCEMENT AND8 MM BARS AT 200 MM C/C AS DISTRIBUTION REINFORCEMENT

DESIGN OF RING GIRDER

DESIGN FOR BENDING

NEGATIVE BM COEFFICIENT = 0.0037POSITIVE BM COEFFICIENT = 0.0014TWISTING MOMENT COEFFICIENT = 0.0017

LOAD ON RING GIRDER = 446.10296 KN/MSELF WEIGHT OF RING GIRDER = -9 KN/MNET LOAD ON RING BEAM = 437.10296 KN/M TOTAL LOAD ON RING BEAM = 4120.1325 KN

MAXIMUM NEGATIVE BM =M1= 22.866735 KN-MMAXIMUM POSITIVE BM =M2= 8.6522782 KN-MMAXIMUM TORSIONAL MOMENT =Mt= 10.506338 KN-M

MOMENT DUE TO TORSION = 9.6565605 KN-M

DESIGN NEGATIVE MAXIMUM BM = 32.523296 KN-MDESIGN POSITIVE MAXIMUM BM = 18.308839 KN-M

DEPTH REQUIRED = 143.05063 MMDEPTH PROVIDED = 450 MMCOVER= 50 MMEFFECTIVE DEPTH = 400 MM

STEEL REQUIRED FOR M1 = 609.50705 SQ.MMSTEEL REQUIRED FOR M2 = 343.11917 SQ.MMAst- Min = 800 SQ.MM

SIZE OF BAR = 25 MMAREA OF BAR = 490.9375 SQ.MMNO. OF BARS FOR M1 = 1.6295353

SIZE OF BAR = 25 MMAREA OF BAR = 490.9375 SQ.MMNO. OF BARS FOR M2 = 1.6295353

DESIGN FOR SHEAR

TOTAL LOAD ON RING BEAM = 4120.1325 KNLOAD PER PEDESTAL = 692 KNNET SHEAR FORCE =V= 348.65563 KNSHEAR FORCE DUE TO Mt =Vt = 19.313121 KNDESIGN SHEAR FORCE = 367.96875 KNPERCENTAGE REINFORCEMENT = 0.190471 N/SQ.MMDESIGN SHEAR STRENGTH = 0.33 N/SQ.MMSHEAR CAPACITY OF CONCRETE = 10.56 KNSHEAR FORCE BY STIRRUPS = 338.09563 KNSIZE OF STIRRUP BARS = 10 MMNO. OF STIRRUP LEGS = 2AREA OF STIRRUPS = 78.55 SQ.MMSPACING OF STIRRUPS = 44.737603 MM

MM X MM

MM X MM

* VERTICAL LOAD * HORIZONTAL LOAD

* P/A* M/Z

* P/A + M/Z* P/A - M/Z

* M1 + Mt* M2+Mt* Me = Mt (1+D/B)/1.7

* 1.6 Mt / B* V + Vt

* P/A* M/Z

* P/A + M/Z* P/A - M/Z

* M1 + Mt* M2+Mt* Me = Mt (1+D/B)/1.7

* 1.6 Mt / B* V + Vt