023 aph 001 without gwt

TABLES (2)

Values of k1

section d'/D

0.05 0.10 0.15 0.20

Rectangular 0.219 0.207 0.196 0.184

Circular

Values of k2

Section fy 0.05 0.10 0.15 0.20Rectangular

eq. reinf. On 4 sides 415 0.424 0.328 0.203 0.028

JOB: MRPL-MHGD Doc No: Prep :

L&T JOB NO: DL 8226 Rev : 0 Date: 11/12/2009 Revd :

DEPT : CIVIL & STRUCTURAL Apvd :

DESIGN CALCULATION OF FOUNDATION FOR 023-APH-001

1.0 GENERAL : GWT BELOW BASE OF FOUNDATION

1.1 SPECIFICATION FOR DESIGN :

THE DESIGN IS IN ACCORDANCE WITH THE FOLLOWING.

SPECIFICATION USED :

DESIGN PHILOSOPHY FOR FOUNDATION OF HORIZONTAL VESSEL

6782-LTC-323-CV-SP-0001

1.2 CODES USED :

IS 456 CODE OF PRACTICE FOR PLAIN AND REINFORCED CONCRETE

1.3 MATERIAL USED :

LEVELLING CONCRETE : 75 Thick1:1.5:3 Nominal Mix

STRUCTURAL CONCRETE :

UNIT WEIGHT : 25.00

GRADE 30.00 Mpafck : 30.00 Mpa

REINFORCING BAR :

STRENGTH fy : 500.00 MPa PROTECTIVE COATING MATERIAL : NONE

FOUNDATION PARAMETERS :

PILE CAPACITIES 550.00COMPRESSION : 650.00 kN / PILETENSION : -250.00 kN / PILEHORIZONTAL : 30.00 kN / PILE

UNIT WEIGHT OF SOIL : 18.00

MANGALORE REFINERY & PETROCHEMICALS LTD. PHASE III REFINERY PROJECT

HYDROGEN GENERATION UNIT (EPCC-06)L&T-CHIYODALIMITED

DESIGN CALCULATION OF FOUNDATION

gc kN / m3

gs kN / m3

WarningDo not Unprotect sheetChange only red coloured input values

WarningDo not Unprotect sheetChange only red coloured input valuesUpdate for IS:456-2000 by ACGBolts customised for EIL standard







1.4 DESIGN INFORMATION

1.4.1 BASE PLATE / SLIDING PLATE SIZE :LENGTH Lb : 2772.00 mmWIDTH Bb : 400.00 mm

1.4.2 ANCHOR BOLT INFORMATION : ANCHOR BOLT SIZE ABS M56 ANCHOR BOLT LENGTH ABL 1925 mm ANCHOR BOLT PROJECTION ABP 135.00 mm ANCHOR BOLT NUMBER ABN 8 TYPE OF ANCHOR BOLT B

GROUT THICKNESS GTHK 50.00 mm

1.4.3 DESIGN CONDITION

PERCENTAGE OF BUNDLE WEIGHT TO BE TAKEN AS BUNDLE PULLING FORCEPbundle 86

COVER TO BE PROVIDED FOR MAIN BARS IN FOOTING 100 mmCOVER TO BE PROVIDED FOR PEDESTAL 50 mmCOVER TO BE PROVIDED FOR BEAM 50 mmFRICTION COEFFICIENT (CONCRETE TO SOIL) 0.414EDGE CLEARANCE FOR PILE PILE_F 150 mmPILE PROJECTION INSIDE PILE CAP PILE_E 100 mmMINIMUM CLEARANCE BETWEEN PEDESTAL AND FOOTING EDGECL 100 mmDEPTH OF FIXITY OF PILE BELOW THE CUT OFF LEVEL PFIX 11.0 m

PERCENTAGE OF WIND LOAD TO BE CONSIDERED FOR HYDROTEST + WIND LOAD CONDITION60 %

2. LOADING DATA

UNIT kN Total

TOTAL Hwl 28.60 28.60 kNWe 164.90 0.00 164.90 Mwl 0.00 kN-mWo 426.00 0.00 426.00 Hel 263.80 263.80 kNWh 777.00 0.00 777.00 Mel 12.70 kN-m

Wt 0.00 0.00 0.00 0.00dw 3.00 m

We = EMPTY WEIGHT Hwl = SHEAR FORCE DUE TO WIND LOADWo = OPERATING WEIGHT Mwl = MOMENT DUE TO WIND LOADWh = HYDROSTATIC TEST WEIGHT Hel = SHEAR FORCE DUE TO SEISMIC LOADWt : TUBE BUNDLE WEIGHT Mel = MOMENT DUE TO SEISMIC LOADWtl =TUBE BUNDLE WEIGHT (LOWER)Wtu=TUBE BUNDLE WEIGHT (UPPER) dw = DEPTH OF GWT (BELOW HPP)

m2

From Eqpt data sheet

LOWER TUBE

UPPER TUBE

D T oC

DT = TEMPERATURE DIFFERENCE

cps-ltc:check

H93

cps-ltc: check







NO OF PILE : Np = 8 B = 1.800 (m)

D = 3.500 (m)

PILE TYPE : SHORTPILE SIZE : 500 (mm)PILE LENGTH : 11.0 (m)PILE TOP : FIX

SECTION PROPERTIES OF PILES Ix = yi ^ 2 = 12.25 Iy = xi ^ 2 = 56.34

Zx = Ix / ymax = 7.00 (m) Zy = Iy / xmax = 18.66 (m)

(m2)(m2)

2.1 GEOMETRY OF PILE CAP, PEDESTAL AND PILE LAYOUT

PLAN

FIGURE : 1

CLICK GEOMETRY FOR SELECTING PILE CONFIGURATION

A

D/2

D/2

B

X X

Y







UNIT : (m)Legend Value Legend Value Legend Value Legend Value Legend Value

L 6.040 Hf=H1+H2 4.789 H5 A1* 1.000 B1* 4.500D1 2.800 H1 0.900 H6=df-H1 1.600 A2 0.560 B2 3.332D2 H2=H3+H6 3.889 df 2.500 A3 0.220 B3 0.584a 5.050 H3 2.289 dw 3.00 A4=L-A1 5.040 B4 0.500b 0.990 H4 2.011 H7 0.9 A5=L+A1 7.040MIN. EDGE CLEARANCE PROVIDED Ec : 0.08 mB1 =MAX OF (EXTREME PILE DIST ALONG Y +2*PILE_F + PILE SIZE) AND (B2+2*EDGECL/1000)A1 =MAX OF (EXTREME PILE DIST ALONG X +2*PILE_F + PILE SIZE) AND (A2+2*EDGECL/1000)

H5

Hf

df

B1

B3

B2

A3 A2 3 A3A4 A2 A3

A1 A1A5

B4

B3

H2H3

H6

H1

H4

X

Y

HPP

H7

dw

L

TYPICAL PLAN

PILE ARRANGEMENT AS PER FIGURE 1

D1

D2

FIGURE : 2

TYPICAL ELEVATION

a b

C.G.







2.2 FOUNDATION WEIGHT

UNIT : (kN, m)AREA OF FOOTING Af 11.52 sq.m.WEIGHT OF PEDESTAL Wp 362.83 kNWEIGHT OF SOIL ON FOOTING Wso 224.30 kNWEIGHT OF FOOTING Wf 259.20 kNBUOYANT FORCE Vf 0.00 kNWEIGHT OF FOUNDATION Wfd 846.33 kN

WHERE,

Af = 2 x A1 x B1 + A4 x B4Wp =Wso =Wf = (2 x A1 x B1 + A4 x B4) x H1 x gcVf = (-1) x Af x (df - dw) x10 IF dw < df = 0.0 IF dw > df

Wfd = Wp + Wf + Wso +Vf 846.33 kN

3.0 LATERAL FORCE AND OVERTURNING MOMENT AT FOUNDING LEVEL3.1 LATERAL FORCE

UNIT (kN, m)kp SEISMIC FACTOR FOR PEDESTAL 0.116kf SEISMIC FACTOR FOR FOOTING 0ks SEISMIC FACTOR FOR SOIL ON FOOTING 0Hte THERMAL EXPANSION FORCE #NAME? kNHtf THERMAL FRICTION FORCE 106.85 kNm COEFFICIENT OF FRICTION (STEEL TO STEEL) 0.3

a COEFFICIENT OF LINEAR EXPANSION 1.00E-05

TEMPERATURE DIFFERENCE (DEGREE) 0

I MOMENT OF INERTIA (B2 x A2^3)/12 ###

E YOUNG'S MODULUS 5000 x SRQT(fck) 2.74E+07

UNIT (kN)WIND LOAD Hw 28.60SEISMIC LOAD He 305.89THERMAL FORCE Ht 0.00TUBE BUNDLE PULLING FORCE Hb 84.00

2 x A2 x B2 x H2 x gc(2 x (A1 x B1 - A2 x B2) + A4 x B4)x H6 x gs

per oC

D T oC

m4

kN/m2







WHERE

Hw = Hwl

He = Hel + Hep +Hef +Hes = (Hel )+ (kp x Wp) + (kf x Wf) + (ks x Wso) 305.89 kN

Hep= kp x Wp 42.09 kN

Ht = MIN (Hte, Htf) 0.00 kN

106.85 kN

0.00 kN

Hbl = BUNDLE FORCE BECAUSE OF LOWER EXCHANGERHbu=BUNDLE FORCE BECAUSE OF UPPER EXCHANGER

84.00 kN

0.00 kNHb = MAX (Hbl, Hbu) 84.00 kN

NOTE 1 : BUNDLE PULLING FORCE IS MAXIMUM OF 0.86 x BUNDLE WEIGHT AND 30 kg/cm OF DIAMETER

3.2 OVERTURNING MOMENT(UNIT kN m)

CAUSED BY WIND LOAD Mw 136.97CAUSED BY SEISMIC LOAD Me 1395.76CAUSED BY THERMAL LOAD Mt 0.00CAUSED BY TUBE BUNDLE PULLING FORCE Mb 571.20

WHERE,Mw Mwl + Hwl x Hf = 136.97 kNmMe Mel + Hel x Hf + Hep x (H1 + H2/2) + Hef x H1/2 + Hes x (H1 + H6/2) 1395.76 kNmMb MAX (Mbl, Mbu) = 571.20 kNmMbl Hbl x (Hf + H4) = 571.20 kNmMbu Hbu x (Hf+H4+H5) = 0.00 kNmHef kf x Wf = 0.00 kNHep kp x Wp = 42.09 kNHes ks x Ws = 0.00 kNMt Ht*(H2+H1/2) = 0.00 kN

Htf= MAX(a/L X Wo X m, b/L X Wo X m )

Hte = (0.5 x a x DT x L ) x ( 3 x E x I / H2^3)

Hbl = MAX(Pbundle x Wtl/100, 30 x D1) * SEE NOTE 1

Hbu = MAX(Pbundle x Wtu/100, 30 x D2) * SEE NOTE 1







4.0 LOAD COMBINATIONS4.1 PERMISSIBLE PILE CAPACITIES

CASE COMBINATION PERM. CAP.

INCREASE FACTOR

LC1 ERECTION LOAD 1.00LC2Y ERECTION WITH WIND LOAD (ALONG Y-DIRECTION) 1.25LC3X MAINTENANCE COND. WITH TUBE BUNDLE PULLING FORCE (ALONG X-DIRECTION) 1.00LC4 OPERATING LOAD + THERMAL LOAD 1.00LC5Y OPERATING WITH WIND LOAD (ALONG Y-DIRECTION) + THERMAL LOAD 1.25LC6Y OPERATING WITH SEISMIC LOAD (ALONG Y-DIRECTION) + THERMAL LOAD 1.25LC6X OPERATING WITH SEISMIC LOAD (ALONG X-DIRECTION) + THERMAL LOAD 1.25LC7 HYDROSTATIC TEST WEIGHT 1.00LC8Y HYDROSTATIC TEST WEIGHT WITH 60% WIND LOAD (ALONG Y-DIRECTION) 1.25

FOR IS PROVISION REFER CLAUSE 15.1.6 OF IS1904 & IS1893 TABLE 1

4.2 LOADING CONDITIONSCASE CONDITION Wfd (kN) Wz (kN) Pz (kN) Hwe (kN) Mwe(KNm) Mx(kNm) My(kNm)LC1 EMPTY 846.33 164.90 1011.23 - - - -LC2Y EMPTY + WIND 846.33 164.90 1011.23 28.60 0.00 136.97 -LC3X EMPTY + BUNDLE 846.33 164.90 1011.23 84.00 168.92 - 571.20LC4 OPER.+THER. 846.33 426.00 1272.33 0.00 0.00 - 0.00LC5Y OPER.+ WIND+THER. 846.33 426.00 1272.33 28.60 0.00 136.97 -LC6Y OPER. +EQ.+THER. 846.33 426.00 1272.33 263.80 12.70 1395.76 -LC6X OPER. +EQ.+THER. 846.33 426.00 1272.33 263.80 12.70 - 1395.76LC7 HYDROTEST 846.33 777.00 1623.33 - - - -LC8Y TEST+WIND 846.33 777.00 1623.33 17.16 0.00 82.18 -

Wz EQUIPMENT WEIGHT(We,Wo,Wh)Wfd FOUNDATION WEIGHTHwe LATERAL FORCE DUE TO WIND OR SEISMIC OR THERMAL OR BUNDLE PULLPz TOTAL LOAD AT BASE OF PILE CAPMwe MOMENT AT TOP OF PEDESTALMx MOMENT AT BASE OF PILE CAP ABOUT X-AXISMy MOMENT AT BASE OF PILE CAP ABOUT Y-AXIS







5.0 CHECK ON PILE LOAD CARRYING CAPACITY

LOAD CASE LC1, LC4, LC7

W=We, Wo or Wh (kN)R.max = (Wfd+W) / Np (kN/PILE)

LOAD CASE LC2Y, LC5Y, LC6Y, LC8YMx = Mw,Me or 0.6 x Mw (kNm)W= We,Wo or Wh (kN)RMAX = (Wfd+W) / Np + Mx / Zx (kN/PILE)RMIN = (Wfd+W) / Np - Mx / Zx (kN/PILE)

LOAD CASE LC3X, LC6XMy = Mb or Me (kNm)W= We or Wo (kN)RMAX = (Wfd+W) / Np + My / Zy (kN/PILE)RMIN = (Wfd+W) / Np - My / Zy (kN/PILE)

5.1 CHECK FOR VERTICAL LOAD CARRYING CAPACITY UNIT kNFORCE PUSH DOWN SIDE PULL OUT SIDE

CASE Pz Mx My RMAX CHECK RMIN ALLOW Rt CHECK

LC1 1011.23 - - 126.40 650.00 O.K. 126.40 -250.00 O.K.LC2Y 1011.23 136.97 - 145.97 812.50 O.K. 106.84 -312.50 O.K.LC3X 1011.23 - 571.20 157.02 650.00 O.K. 95.79 -250.00 O.K.LC4 1272.33 0.00 0.00 159.04 650.00 O.K. 159.04 -250.00 O.K.LC5Y 1272.33 136.97 - 178.61 812.50 O.K. 139.47 -312.50 O.K.LC6Y 1272.33 1395.76 - 358.43 812.50 O.K. -40.35 -312.50 O.K.LC6X 1272.33 - 1395.76 233.85 812.50 O.K. 84.23 -312.50 O.K.LC7 1623.33 - - 202.92 650.00 O.K. 202.92 -250.00 O.K.LC8Y 1623.33 82.18 - 214.66 812.50 O.K. 191.18 -312.50 O.K.

PILE REACTIONS ARE LESS THAN THE ALLOWABLE VALUE0.00

(+) SIGN SHOWS PUSH DOWN FORCES AND (-) SIGN SHOWS PULL OUT FORCES IN THE PILE

5.2 CHECK FOR HORIZONTAL LOAD CAPACITY

H CAPACITY OF CHECK

CASE (kN) PILE GROUP (kN)LC1 0.00 240.00 O.K.

LC2Y 28.60 300.00 O.K.LC3X 84.00 240.00 O.K.LC4 0.00 240.00 O.K.

LC5Y 28.60 300.00 O.K.LC6Y 263.80 300.00 O.K.LC6X 263.80 300.00 O.K.LC7 0.00 240.00 O.K.

LC8Y 17.16 300.00 O.K.

Horizontal Load per pile is less than the allowable value

ALLOW Rc

Please Note :If single pile below a pedestal is safe with equivalent shear, tie grade beam is not required. However, if you still wish to provide a grade beam, enter your choice here !







6.0 MEMBER DESIGN 6.1 PILE CAP

6.1.1 SECTION FORCESECTION FORCE

UNIT WEIGHT OF FOOTING AND SOIL

51.3

FOR X- DIRECTION

Mi = R * x - qs * (A3^2) / 2Vi = R - qs * A6Mi' = R' * x - qs * (A3^2) / 2

FOR Y- DIRECTION

Mi = R * y - qs * (B3^2) / 2Vi = R - qs * B5Mi' = R' * y - qs * (B3^2) / 2

WHERE Mi = POSITIVE BENDING MOMENT UNDER THE GIVEN CONDITION (FOR BOTTOM REINFORCEMENT)Vi = SHEAR FORCE UNDER THE GIVEN CONDITIONMi' = NEGATIVE BENDING MOMENT UNDER THE GIVEN CONDITION (FOR TOP REINFORCEMENT)R = REACTION OF PILES (kN)x = DISTANCE FROM FACE OF PEDESTAL TO CENTRE OF PILES (m)y = DISTANCE FROM FACE OF PEDESTAL TO CENTRE OF PILES (m)A3 = LENGTH OF BENDING MOMENT 0.220 (m)A6 = LENGTH FOR BEAM SHEAR =A3-d/2 0.000 (m) (IFd/2>A3, A6=0)B3 = LENGTH OF BENDING MOMENT 0.584 (m)B5 = LENGTH FOR BEAM SHEAR =B3-d/2 0.187 (m) (IFd/2>B3, B5=0)d = EFFECTIVE DEPTH =H1-COV_F-db/2 0.794 (m)

6.1.2 REQUIRED STRENGTH

Mui = Pf*(Df*Mdi+Wf*Mwi+Ef*Mei+Bf*Mbi)Vui = Pf*(Df*Vdi+Wf*Vwi+Ef*Vei+Bf*Vbi)Mui' = Pf*(Df*Mdi'+Wf*Mwi'+Ef*Mei'+Bf*Mbi')

WHERE Pf =PROBABILITY FACTOR

Df, Wf, Ef,Bf =LOAD FACTOR FOR DEAD LOAD,WIND LOAD,SEISMIC LOAD

AND BUNDLE PULLING FORCE, RESPECTIVELY

Mui, Vui, Mui' =REQUIRED STRENGTH

Mdi, Mwi, Mei, Mbi =MOMENT DUE TO DEAD LOAD, WIND LOAD, SEISMIC LOAD


Vdi, Vwi, Vei, Vbi =SHEAR DUE TO DEAD LOAD, WIND LOAD, SEISMIC LOAD


Mdi', Mwi', Mei', Mbi' =MOMENT DUE TO DEAD LOAD, WIND LOAD, SEISMIC LOADAND BUNDLE PULLING FORCE, RESPECTIVELY

qs = H1*gc + H6 * gs + Vf / Af = (kN/m2) A

D/2

D/2

B

X X

Y







LOAD COMBINATIONFOR IS PROVISION REFER TABLE 18 OF IS 456

CASE CONDITION PROB. LOAD FACTORFACT.(Pf) Df Wf Ef Bf

LC1a EMPTY 1.00 1.50 - - -LC2a EMPTY + WIND 1.00 1.50 1.50 - -LC2b EMPTY + WIND 1.00 0.90 1.50 - -LC3a EMPTY + BUNDLE 1.00 1.50 - - 1.50LC4a OPERATING 1.00 1.50 - - -LC5a OPER. + WIND 1.00 1.20 1.20 - -LC5b OPER. + WIND 1.00 0.90 1.50 - -LC6a OPER. + SEISMIC 1.00 1.20 - 1.20 -LC6b OPER. + SEISMIC 1.00 0.90 - 1.50 -LC7a HYDRO TEST 1.00 1.50 - - -LC8a TEST + 60% WIND 1.00 1.50 1.50 - -LC8b TEST + 60% WIND 1.00 0.90 1.50 - -

SECTION FORCE AND REQUIRED STRENGTH

CASE CONDITION SECTION FORCE REQUIRED STRENGTHMi Vi Mi' Mui Vui Mui'

LC1ax EMPTY 0.00 0.00 -1.24 0.00 0.00 -1.86LC1ay EMPTY 1.87 0.00 1.87 2.80 0.00 2.80LC2ay EMPTY+WIND 3.51 0.00 0.23 5.27 0.00 0.34LC2by EMPTY+WIND 3.51 0.00 0.23 4.15 0.00 -0.78LC3ax EMPTY+BUNDLE 0.00 0.00 -1.24 0.00 0.00 -1.86LC4ax OPERATING 0.00 0.00 -1.24 0.00 0.00 -1.86LC4ay OPERATING 4.61 0.00 4.61 6.92 0.00 6.92LC5ay OPER. + WIND 6.25 0.00 2.97 7.51 0.00 3.56LC5by OPER. + WIND 6.25 0.00 2.97 6.62 0.00 1.68LC6ay OPER. + SEISMIC 21.36 0.00 -12.14 25.63 0.00 -14.57LC6by OPER. + SEISMIC 21.36 0.00 -12.14 29.27 0.00 -20.97LC6ax OPER. + SEISMIC 0.00 0.00 -1.24 0.00 0.00 -1.49LC6bx OPER. + SEISMIC 0.00 0.00 -1.24 0.00 0.00 -1.12LC7ax HYDRO. TEST 0.00 0.00 -1.24 0.00 0.00 -1.86LC7ay HYDRO. TEST 8.30 0.00 8.30 12.45 0.00 12.45LC8ay TEST + 60% WIND 9.28 0.00 7.31 13.92 0.00 10.97LC8by TEST + 60% WIND 9.28 0.00 7.31 8.95 0.00 5.99

GOVERNING CONDITIONMuy = 0.00 (kNm) B.M. SIGN CONVENTIONMux = 29.27 (kNm) +VE TENSION BOTTOMVu = 0.00 (kN) -VE TENSION TOPMuy' = 1.86 (kNm)Mux' = 20.97 (kNm)







6.1.3 CHECK ON FLEXURE FOR REINFORCEMENT FOR PILE CAP (PER 1.0 m WIDTH )

REQUIRED RE-BAR FOR TENSILE SIDE

ptmin (BASED ON GROSS AREA)= 0.06 % (ON EACH FACE IN EACH DIRECTION)

Astreq = MAX(pt*d*1.0,ptmin*H1*1.0)

MAX PERMISSIBLE SPACING OF BARS = 300Mu d Mu/bd^2 pt ptmin Astreq DIA Sp Astprov ptprov

(KN-m) (mm) % % (mm) (mm) %BOT.-X 0.00 794 0.00 0.00 0.06 540.00 12 200 565.5 0.071BOT.-Y 29.27 804 0.05 0.01 0.06 540.00 12 200 565.5 0.070TOP-X 1.86 794 0.00 0.01 0.06 540.00 12 200 565.5 0.071TOP-Y 20.97 804 0.03 0.01 0.06 540.00 12 200 565.5 0.070

Ptbal = 1.13 % `ptreq max = 0.01 %

ptreq < ptbal , HENCE O.K.

6.1.4 SHEAR CHECK 23.222061

ACTUAL SHEAR STRESS vu = Vu/(dx 1.0) 0.000PERCENTAGE STEEL pt = 0.071

DESIGN SHEAR STRENGTH vc= 0.29 FROM TABLE 19 OF IS:456:2000

THAT IS, vc > vu O.K.

PROVIDE SIDE FACE REINFORCEMENT REFER IS456, CL 26.5.1.3 PROVIDE DIA NO. OF BARS BY ENGG.

N/mm2 (mm2) (mm2)

N/mm2

N/mm2

pt required = 50 x1 - 1 -

4.6 Mu

Fy / fck

fck bd2

CAUTIONProvide Rebar JUST more than required.







6.1.5 PUNCHING SHEAR CHECK

1) PEDESTAL TO FOOTING

ASSUME FULL PILE CAPACITY 650 kN FOR PUNCHING SHEAR CHECK

TAKING CRITICAL SECTION AT DISTANCE OF d/2

V = TOTAL FORCE FROM PILE = 0 kN

PERIMETER FOR PUNCHING SHEAR =b0 = 2 x (B2+d) + 2 x (A2+d) (A3>d/2, B3>d/2) = 2 x (B2+2xB3) (A3>d/2, B3<d/2) = 2 x (A2+2xA3) (A3<d/2, B3>d/2) = NO PUNCHING OCCURS (A3<d/2, B3<d/2)b0 = 2 m

PUNCHING STRESS = vu = V / (b0 x d)

0.00 N/mm2

ALLOWABLE STRESS = 0.25 * SQRT(fck)

vc = 1.37

vu < vc O.K.

2) PUNCHING SHEAR CHECK FOR PILE ON EDGE (CHECK FOR CAPACITY OF PILE)

NO PUNCHING OF PILE OCCURS

N/mm2







6.2 PEDESTAL :

6.2.1 CHECK ON FLEXURE FOR REINFORCEMENT< UNDER OPERATING CONDITION>DUE TO THERMAL FORCEMt1 = Ht x H2 0.00 (kNm)Vt1 = Ht 0.00 (kN)

< UNDER SEISMIC LOAD CONDITION >DUE TO SEISMIC

Hel/2 = 131.9 kN Htf = 106.85 kN,Hel/2 + Ht > Htf, Hel/2-Ht HtfMe1 = Hep/2 x H2/2+(Hel-Htf) x H2 651.29 (kNm)Ve1 = Hep/2+(Hel-Htf) 177.99 (kN)

< UNDER MAINTENANCE CONDITION > DUE TO BUNDLE PULLING FORCE

Mb1 = HB*H2 326.68 kNmVb1 = HB 84 (kN)

Additional moment due to Column Slenderness *

MOMENTS AND SHEAR FORCES ARE TAKEN AT THE PLANE OF JUNCTION BETWEEN PEDESTALAND FOOTING

LOAD CONDITIONS MOMENT (kNm) SHEAR FORCE (kN)

OPERATING+THERMAL Mt1 38.20 * Vt1 0.00 case-1

OPERATING+SEISMIC Me1 689.49 * Ve1 177.99 case-2+THERMAL

MAINTENANCE Mb1 364.88 * Vb1 84.00 case-3

NOW, Mut1 1.50 x Mt1 = 57.30 kNm Put1 = 715.677 kNMue1 1.20 x Me1 = 827.39 kNm Pue1 = 609 kNMub1 1.50 x Mb1 = 547.31 kNm Pub1 = 181.41 kN

Vut1 1.50 x Vt1 = 0.00 kNVue1 1.20 x Ve1 = 213.59 kNVub1 1.50 x Vb1 = 126.00 kN

EFFECTIVE DEPTH dped A2-COV_PED-BAR DIA/2 0.502 mMu/(fck*bD^2) = Pu/(fck*bD) = FOR fy = 500 MPa

fck = 30 MPad' / D = 0.10

Ht Ht

Htf Htf

Hep/2 Hep/2

Hb

FIXEDSIDE







FROM CHART NO. 32 OF SP-16 FIND, pt/fckUNIT (kN, m)

LOAD CONDITION Muy Pu Muy/(fck*b*D^2) Pu/(fck*b*D) pt/fck

OPE+THERM 57.30 715.68 0.002 0.013 0.0OPE+SEIS+THERM 827.39 608.82 0.026 0.011 0.010MAINTENANCE 547.31 181.41 0.017 0.003 0.020

Pu =MAX(Df * W*(a/L), Df* W*(b/L)) WHERE W CORRESPONDS TO OPERATING, EMPTY AND TEST CONDITIONS

Df= LOAD FACTOR FOR DEAD LOADpt = fck*MAX(pt/fck ) 0.6 %

MIN. PERCENTAGE STEEL pt min. = 0.8 % REFER IS : 456-2000, cl. no. 26.5.3.1

REQUIRED PERCENTAGE STEEL = MAX (pt, pt min)0.80 %

TOTAL STEEL AREA REQUIRED ,Astr = 14927.36

PROVIDE 16 DIA BARS spacing of bars= 87

PROVIDE 76 NOS. 16 mm BARS Astp = 15280.71PROVIDE 38 NO OF BARS ON EACH LONG FACE pt = 0.82 %

Astp > Astr O.K.

PROVIDE 16 DIA 3 NO BETWEEN EXTREME SIDE BARS,ON EACH SHORTER FACEAs Clause 26.5.3.2 of IS 456-2000

Pitch of Transverse R/F :6.2.2 SHEAR CHECK : UNIT (kN m) Minimum of

LOAD CONDITION Vu 1. Least lateral dimension of member2. 16 X Dia of least longitudinal Re-bar

OPERATING + THERMAL 0.00 3. 300 mmSEISMIC + THERMAL 213.59WIND 42.90 Diameter of Transverse R/F :MAINTENANCE 126.00 Greater than 1/4 of max. longitudinal Re-bar ,

not less than 16 mm

DESIGN SHEAR FORCE = MAX(Vu ) ( MAX. OF OPERATING, SEISMIC, WIND, MAINTENANCE CONDITION)Vu1 = 213.59 kN

8.5069053ACTUAL SHEAR STRESS vu = Vu1 / (A2-d') x B2) = 0.13 N/sq.mmPERCENTAGE STEEL = 0.41 %DESIGN SHEAR STRENGTH vc = 0.46 N/sq.mm From Table 19 of IS:456-2000

THAT IS, vc > vu O.K.PROVIDE MINIMUM SHEAR REINFORCEMENT AS PER COLUMN CRITERIA

REFER CL. 26.5.3.2(c) OF IS 456-2000PROVIDE T10 @ 250 C/C

T10 @ 250 C/C No of close loop required 6No of open loop required 26

mm2

mm2

EXTRA BAR AT EACH FACE ROW HIDDEN :

C646

EXTRA BAR AT EACH FACE ROW HIDDEN :







6.3 GRADE BEAM :6.3.1 CHECK ON FLEXURE FOR REINFORCEMENT

w == 25.65 (kN/m)

Effective Span of Beam Lbeam = 5.834 m

< UNDER OPERATING CONDITION > DUE TO DEAD LOAD

Md2e = w * Lbeam^2/12 72.75 (kNm) (x=0.0 ) Md2m = w * Lbeam^2/24 36.38 (kNm) (x= Lbeam /2)Vd2 = w * Lbeam /2 74.82 (kN)

< UNDER OPERATING CONDITION > DUE TO THERMAL FORCE

Mt2e= Ht x (H2+H1/2) 0.00 (kNm) (x=0.0 )Mt2m= Mt2e 0.00 (kNm) (x= Lbeam /2)Vt2 = 0 0 (kN)

< UNDER SEISMIC LOAD CONDITION >DUE TO SEISMIC FORCE & THERMAL EFFECT

Hel/2 = 131.90 kN Htf = 106.85 kN,Hel/2 + Ht > Htf, Hel/2-Ht > HtfMe2e = Hep/2 x (H2/2+H1/2)+(Hel-Htf) x (H2+H1/2) 731.38 (kNm)Me2m = Me2e /2 365.69 (kNm)Ve2 = Hel x (H1/2+H2) / Lbeam 196.20 (kN)

< UNDER MAINTENANCE CONDITION > DUE TO BUNDLE PULLING FORCE

Mb2e = HB*(H2+H1/2) 364.48 (kNm)Mb2m = Mb2e / 2 182.24 (kNm) Fixed SideVb2 = Mb2e/Lbeam 62.47 (kN)

MOMENTS AND SHEAR FORCES ARE TAKEN AT THE MID DEPTH OF THE FOOTING

LOAD CASES MOMENT (kNm) MOMENT (kNm) SHEAR FORCE (kN)(END) (MIDDLE)

DEAD LOAD Md2e 72.75 Md2m 36.38 Vd2 74.82

THERMAL FORCE Mt2e 0.00 Mt2m 0.00 Vt2 0.00+OPERATING

SEISMIC LOAD Me2e 731.38 Me2m 365.69 Ve2 196.20+THERMAL

TUBE BUNDLE Mb2e 364.48 Mb2m 182.24 Vb2 62.47PULLING FORCE

(H1 * gc + H6 * gs - Vf /Af ) * B4

Ht Ht

Htf HtfF

Hep/2Hep/2

Hb

w







NOW, Mut2e 1.50 x Md2e+ 1.50 x Mt2e = 109.13 kNmMut2m 1.50 x Md2m+ 1.50 x Mt2m = 54.56 kNmMue2e 1.20 x Md2e+ 1.20 x Me2e = 964.96 kNmMue2m 1.20 x Md2m+ 1.20 x Me2m = 482.48 kNmMub2e 1.50 x Md2e+ 1.50 x Mb2e = 655.84 kNmMub2m 1.50 x Md2m+ 1.50 x Mb2m = 327.92 kNm

Vut2 1.50 x Vd2 + 1.50 x Vt2 = 112.23 kNVue2 1.20 x Vd2 + 1.20 x Ve2 = 325.22 kNVub2 1.50 x Vd2 + 1.50 x Vb2 = 170.03 kN

DESIGN MOMENT Mu2 = MAX (Mut2e,Mutm, Mue2e,Mue2m, Mub2e,Mub2m)= 964.96 kNmDESIGN SHEAR FORCE Vu2 = MAX (Vut2, Vue2, Vub2) = 325.22 kN

Kumax = 700/(1100+0.87*FY) = 0.4560261Ru = 0.36*Fck*Kumax*(1-0.42*Kumax) = 3.9817759

MINIMUM EFFECTIVE DEPTH OF BEAM REQUIRED =SQRT(Mu2/(Ru*B_4)) = 696.19649 mm EFF. DEPTH PROVIDED = 800

TOTAL DEPTH REQUIRED =MIN. EFFECTIVE DEPTH REQUIRED + COV_BEAM> = DEPTH OF FOOTING

= 0.90 m

DEPTH OF GRADE BEAM PROVIDED = H7 = 0.9 m SAFE

REINFORCEMENT PROVISION :EFFECTIVE DEPTH dbeam H7-COV_BEAM 0.8000 M

FOR fy = 500 N/sq.mm EFF. COVER = 100fck = 30 N/sq.mm

Mu2/(b*dbeam^2 ) = 3.02 N/sq.mm

NOW, THE REINFORCEMENT PERCENTAGE ,pt = 0.80 %

MIN. PERCENTAGE STEEL pt min. = 0.17 % REFER IS : 456-2000, cl. no. 26.5.1.1

REQUIRED PERCENTAGE STEEL = MAX (pt, pt min)0.80 %

STEEL AREA ON TENSION FACE, Astr = 3201.2739PROVIDE T- 32 5 BARS EACH ON TOP & BOTTOM

Astp = 4021.2386

pt = 1.01Astp > Astr O.K.

mm2

mm2

pt requi

red = 50 x

1. - 1. - 4.6 Mu

Fy / fck

fck bd2







6.3.2 SHEAR CHECK : (Refer to Clause 26.5.15 , 26.5.1.6 and 40.4 of IS:456-2000 )

ACTUAL SHEAR STRESS vu = Vu2/(dbeam x b4) 0.81 N/sq.mmPERCENTAGE STEEL pt = 1.01PERMISSIBLE SHEAR STRESS vc = 0.66 N/sq.mm From Table 19 of IS:456-2000

THAT IS, vc < vu

Stirrups shall be designed for Vus (Refer IS:456;2000 cl. 26.5.1.5, 26.5 62.37 kN

Provide 2 Legged Vertical Stirrups of size T- 10 157.07963

sv = (0.87 x fy x Asv x d)/Vus = 876 mm

sv = Min. of Asv x 0.87 fy/(0.4 x b) = 342 mm0.75 x d = 600 mm

Or = 300 mm

Provide 2 legged vertical stirrups of size T-10 at 300 c/c

PROVIDE SIDE FACE REINFORCEMENT REFER IS:456, CL 26.5.1.3 PROVIDE NO. OF BARS BY ENGG.







ANNEXURE-3 : DESIGN OF GRADE BEAM CONNECTING OTHER PILE CAP

A3.1 GRADE BEAM FORCES AND MOMENTS

AS PILE IS NOT CAPABLE OF TAKING MOMENT MX ,GRADE BEAM IS DESIGNED FOR THIS MOMENT AND SHEAR FORCE CAUSED DUE TO THIS MOMENTS.

SIZE OF GRADE BEAMB = 500 mmD = 700 mm

MOMENT AND SHAER FORCE

TOTAL MOMENT AT PILE CAP LEVEL = 1395.76 kNm Refer to para 3.2

TWO GRADE BEAMS ARE CONNECTED TO EXCHANGER PILECAP THEREFORE MOMENT IN ONE PILECAP = 698.00 kNm

SHEAR FORCE FOR GRADE BEAM = MOMENT / SPAN OF GRADE BEAM

SPAN OF GRADE BEAM = 5.83 m

SHEAR FORCE IN GRADE BEAM = 119.65 kN

AXIAL FORCE

AXIAL TENSION IN GRADE BEAM IS EQUAL TO THE BALANCE SHEAR PER PILE.

AXIAL TENSION IN GRADE BEAM = ( 300 - 263.8 )/ 2 kN = 18.10 kN

SELF WEIGHT OF GRADE BEAM = 8.75 kN/mWEIGHT OF SOIL OVERBURDEN = 14.40 kN/m

B M. DUE TO THIS WEIGHT AT ENDS = 65.67 kNmSHEAR FORCE DUE TO THIS WEIGHT = 68.00 kN

TOTAL MOMENT AT ENDS =698 + 65.67 = 763.67 kNm

TOTAL SHEAR FORCE =119.65 + 68 = 187.65 kN







A3.2 RC DESIGN OF GRADE BEAM

DESIGN B.M. Mu = 1.2 x 763.67 = 916.404 kNm

DESIGN S.F. Vu = 1.2 x 187.65 = 225.18 kN

DESIGN A.F. Pu = 1.2 x 18.1 = 21.72 kN

Effective Depth of Grade Beam 699.20 mm

fy = 500 N/sq.mmFOR fck = 30 N/sq.mm

A3.2.1 DESIGN FOR FLEXURE

(Mu/(b*d^2 ) = 3.75 N/sq.mm

NOW, THE REINFORCEMENT PERCENTAGE ,pt reqd = 1.04 %

AREA OF STEEL REQUIRED = 3649

PROVIDE 5 BARS T- 32 Top & Bottom

Area of Tension Steel Provided = 4021 = 1.15 %

A3.2.2 DESIGN FOR SHEAR :

DESIGN SHEAR STRESS vu = Vu/(dBEAM x width) = 0.64 N/sq.mmPERCENTAGE STEEL PROV. pt = 1.15PERMISSIBLE SHEAR STRESS vc= 0.69 N/sq.mm From Table 19 of IS:456-2000

THAT IS, vc > vu

Provide Min. Shear Reinforcement

Provide 3 Legged Vertical Stirrups of size T- 10 235.61945

sv = Min. of Asv x 0.87 fy/(0.4 x b) = 512 mm0.75 x d = 600 mm

Or = 300 mm

Provide 3 legged vertical stirrups of size T-10 at 300 c/c

12 6

mm2

mm2

pt required = 50 x

1. - 1. - 4.6 Mu

Fy / fck

fck bd2







A3.2.3 CHECK FOR AXIAL TENSION + BENDING

Pu = 21.72 kN

Mu = 916.404 kNm

Pu /fck.bD = 0.003

0.125

d' = 1 mm d' / D = 0.05

Using Chart no. :68 of SP:16

p / fck = 0.010

p required = 0.3 %

p provided = 2.30 % Hence O.K.

Mu /fck.bD2 =







Check for Slenderness of columnMaterial

Compressive strength of concrete = 30

Yield strength of reinforcement = 500

Clear Cover c = 45 mm

Design conditions

Unsupp. Length of column in x - dir = 3889 mm

Unsupp. Length of column in z - dir = 3889 mm

Effective length of column in x- dir = 7778 mm

Effective length of column in z- dir = 7778 mm

Width of column b = 560 mm

Depth of column D = 3332 mm

Assuming bar dia 16 mm, Distance of centroid of compression reinf from edge of section.

d ' = 53 mm

Check for slenderness ratio

Slenderness ratio about major axis = 7778

D 3332

= 2.34 <=12,not slender

Slenderness ratio about minor axis = 7778

b 560

= 13.89 >12, slender

Column is slender about minor axis.

Hence additional moment due to column slenderness is to be calculated.3

Calculation for additional moment due to column slenderness. Refer section 39.7.1

of IS 456 :2000

Eccentricity with respect to major axis =

2000 D

= 3332 7778

2000 3332

= 10 mm

Eccentricity with respect to minor axis =

2000 b

= 560 7778

2000 560

= 55 mm

Additional moment due to eccentricity in major direction =

= 426 x 10

1000

= 4.26 kNm

Additional moment due to eccentricity in minor direction =

= 426 x 55

1000

= 23.43 kNm

fck N/mm2

fy N/mm2

Lx

Lz

lex

lez

lex

lez

eax D lex

eaz b lez

Pueax

Pueay

2

2

2

2







Above obtained additional moments may be reduced by multiplying factor k given below Refer 39.7.1.1 of

IS 456 :2000

k =Where,

strain of 0.0035 in concrete and tensile strain of 0.002 in outermost layer of tension steel.

=

Provided reinforcement percentage p = 0.82 %

Gross area of section = 560 x 3332 x / 100

18659.2

Area of reinforcement = 0.82 x 18659.2 / 100

153

Area of concrete = 18659.2 - 153

18506

Therefore Puz = (0.45 x 30 x (18506.2 x 100) +

0.75 x 500 x ( 153 x 100)) x 0.001

= 30721 kN

About xx -axis d' = 53

D 3332

= 0.02 0 0.095

0 0.000

About zz -axis d' = 53 0 0.000

D 560

= 0.09

are as follow

Refer table 60 of SP 16

0.49 About xx -axis k1 = 0.227

k2 = 0.000

About zz -axis k1 = 0.209

k2 = 0.095

Therefore =

fck

= 0.227 + 0 x 0.82 30 x 560 x 3332

30 1000

= 12707 kN

Similarly =

fck

= 0.209 + 0.095 x 0.82 30 x 560 x 3332

30 1000

= 11845 kN

Pu z- Pu

Puz - Pb

Pu is axial load on the compression member,

Puz is calculated using the relation (Puz =0.45fckAc + 0.75fyAs) given in section 39.6 of IS 456:2000.

Pb is the axial load corresponding to the condition of maximum compressive

Calculation of Puz Puz 0.45fckAc + 0.75fyAs

Ag

cm2

Asc

cm2

Ac

cm2

Calculation of Pb

Value of k1 and k2 for rectangular section and reinforcement distributed equally on both sides

Pbx k1 + k2 p fckbD

Pbz k1 + k2 p fckbD







Hence , multiplying factor=

= 30721 - 426

30721 - 12707

= 1.71

and=

30721 - 426

30721 - 11845`

= 1.63

Additional moments due to slenderness calculated earlier may be reduced by above factors so

as to get final additional moments.

= 1.71x4.26

= 7 kNm

= 1.63x23.43

= 38 kNm

Check for minimum eccentricity

= 3889 + 560 ; or 20 mm whichever is heigher

500 30 500 30

= 27 ; or 20 mm whichever is heigher

= 27 mm

= 0 x 1000

426

Mx = 0 = 0.00 mm

There is no Moment about x on top of pedestal

moment due to minimum eccentricity is = Pu * exx

Moment due to minimum eccentricity = 0.00 kNm

= 3889 + 560 ; or 20 mm whichever is heigher

500 30 500 30

= 27 ; or 20 mm whichever is heigher

= 27 mm

= 168.93 x 1000

426

Mz = 168.9 kNm = 396.54 mm

Moments due to min eccentricity are less than those due to factored moments. So no additional moment.

Moment due to minimum eccentricity = 0.00 kNm

Kx

Puz-Pu

Puz-Pbx

Kz

Puz-Pu

Puz-Pbz

Max

Maz

Minimum Eccentricity, exx Lx + D

Actual Eccentricity , exx,act Mx >exx

Pu

Minimum Eccentricity, ezz Lz + b

Actual Eccentricity , ezz,act Mz <ezz

Pu

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Page 26

ESTIMATION SHEET FOR EXCHANGER FOUNDATION FOR

CLIENT : HPCL APVD Doc No:

PROJECT TITLE : DHTV CHKD Rev : 0

JOB. NO. PRPD

DOC.NO. DATE

REV.NO.

REFERNECE INPUT DATA SHEET : REV.NO. DATED

SUMMARY SHEET

3.1 EXCAVATION 35 CU.M3.2 BACKFILLING 18 CU.M3.3 LEVELLING CONCRETE Fck = MPa 0.99 CU.M3.4 STRUCTURAL CONCRETE Fck = 30 MPa 25 CU.M3.5 FORMWORK 88.52 SQ.M3.6 REINFORCING BAR 2.336 TON3.7 ANCHOR BOLT INSTALLATION

3.7 (1) D<=1" 0 Nos.3.7 (2) D> 1" 8 Nos.

3.9 CEMENT GROUT BELOW EQUIPMENT BASE PLATE 2.88 SQ.M3.13 PROTECTIVE COATING OVER CONCRETE SURFACE NIL SQ.M

( NONE )3.51 REMOVING SURPLUS EARTH 18 CU.M3.52 NUMBER OF POCKETS 0 Nos.3.53 GROUT IN POCKETS 0 CU.M

3.54 EXPANSION JOINT IN PAVEMENT AROUND PEDESTAL 15.57 Rm

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Page 27

CALCULATION FOR ESTIMATION (ITEM WISE)

WIDTH OF PEDESTAL A2 0.56 MLENGTH OF PEDESTAL B2 3.332 MWIDTH OF FOOTING A1 1 MLENGTH OF FOOTING B1 4.5 MWIDTH OF GRADE BEAM B4 0.5 MHEIGHT OF PEDESTAL ABOVE GROUND H3 2.289 MHEIGHT OF PEDESTAL BELOW GROUND H6 1.6 MDEPTH OF FOOTING H1 0.9 M

1. SOIL EXCAVATION=(2*(A1+0.15)*(B1+0.15)+(A5-2*A1-0.15)*(B4+0.15)) * df 34.684 CU.M

4. LEVELLING CONCRETE (75mm Thk.)=(2*(A1+0.1)*(B1+0.1)+(A5-2*A1-0.1)*(B4+0.1))*0.075 0.981 CU.M

5. STRUCTURAL CONCRETE(a) FOOTING

=2*A1*B1*H1 8.1 CU.M(b) PEDESTAL

(i) ABOVE GRADE=2*A2*B2*H3 8.54218176 CU.M

(ii) BELOW GRADE=2*A_2*B_2*H6 5.970944 CU.M

(c) GRADE BEAM=B4*(A5-2*A1)*H1+(H7-H1)*2*A3*B4 2.268 CU.M

TOTAL STRUCTURAL CONCRETE 24.881 CU.M

2. BACKFILLING=SOIL EXCAVATION - P.C.C. -R.C.C. BELOW GRADE 17.36 CU.M

3. REMOVING SURPLUS EARTH=EXCAVATION - BACKFILLING 17.320 CU.M

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Page 28

6. FORMWORK

(a) FOOTING=2*PERIMETER OF FOOTING * DEPTH OF FOOTING=2*(2*(A1+B1))* H1 19.80 SQ. M

(b) PEDESTAL=2*PERIMETER OF PEDESTAL * HEIGHT OF PEDESTAL=2*(2*(A2+B2))* (H3+H6) 60.54 SQ. M

(c) GRADE BEAM=PERIMETER OF GRADE BEAM * DEPTH OF GRADE BEAM=2*((A5-2*A1)*H1)+2*(H7-H1)*(A5-2*A1+2*A3) 9.07 SQ.M

(d) REDUCTION FOR OVERLAP OF FOOTING,PEDESTAL AND GRADE BEAM=2*WIDTH OF FOOTING*DEPTH OF GRADE BEAM=2*B4*H7 -0.90 SQ.M

TOTAL FORMWORK 88.52 SQ. M

7. GROUT BELOW BASE PLATE=2*(Lb+2*GTHK)*(Bb+2*GTHK) 2.872 SQ.M

9. REINFORCING BAR(a) FOOTING (i) BOTTOMALONG X-DIRECTION 12 DIA AT 200 mm C/C=((B1/Sp+1)*(A1+2*(H1-COV_F*2)) * (PI/4*DIA^2) * 2*7.850

0.102 TON (i) BOTTOMALONG Y-DIRECTION 12 DIA AT 200 mm C/C=((A1/Sp+1)*(B1+2*(H1-COV_F*2)) * (PI/4*DIA^2) * 2*7.850

0.063 TON

(i) TOPALONG X-DIRECTION 12 DIA AT 200 mm C/C=((B1/Sp+1)*(A1+2*(H1-COV_F*2)) * (PI/4*DIA^2) * 2*7.850

0.102 TON (i) BOTTOMALONG Y-DIRECTION 12 DIA AT 200 mm C/C=((A1/Sp+1)*(B1+2*(H1-COV_F*2)) * (PI/4*DIA^2) * 2*7.850

0.063 TON (ii) SIDE 0 DIA 0 NO. OF BARS = 2*((A1+B1)*2* NO. OF BARS) * (PI/4 * DIA^2) * 7.850

0 TONTOTAL REINFORCEMENT FOR FOOTING 0.330 TON

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Page 29

(b) PEDESTAL

(i) VERTICAL REBAR16 DIA 82 NO. OF BARS

= 2*( NO. OF BARS* (Hf - COVER+0.3)) * (PI/4 * DIA^2) * 7.8501.291 TON

(ii) HORIZONTAL REBARS ( TIES)10 DIA BARS AT 250 mm C/C

=(A2+B2)*2 * ((H3+H6)/Sp+1)*PI/4*DIA^2*7.850*20.163 TON

TOTAL REBAR FOR PEDESTAL 1.455 TON

(b) GRADE BEAM

(i) MAIN BAR32 DIA 5 NO. OF BARS EACH AT TOP & BOTTOM

= ( NO. OF BARS*(2* (A5-2*A1+2*50*DIA))+2*A3) * (PI/4 * DIA^2) * 7.8500.523 TON

(ii)VERTICAL REBARS ( TIES)2 LEGGED 10 DIA BARS AT 300 mm C/C

=((_LEGGED+2)/2*H7+_LEGGED*B4) * ((A5-2*A1)/Sp+1)*PI/4*DIA^2*7.8500.028 TON

(ii) SIDE 0 DIA 0 NO. OF BARS = ((A5-2*A1+2*50*DIA)*2* NO. OF BARS) * (PI/4 * DIA^2) * 7.850

0 TON

TOTAL REBAR IN GRADE BEAM 0.551 TON

8. GROUT IN POCKETS =VOLUME OF POCKET * NO. OF POCKET= SIDE OF POCKET ^2 * DEPTH OF POCKET * NO. OF POCKET 0 CU.M

12. PROTECTIVE COATINGTOTAL AREA OF COATING = FORMWORK + (AREA OF FOOTING - AREA OF PEDESTAL) + TOP FACE OF BEAM

0 SQ.M10. ANCHOR BOLT INSTALLATION

(c) WEIGHT = NUMBER OF BOLTS * LENGTH OF BOLT * AREA OF BOLT * 7850

266.706 KG13. EXPANSION JOINT IN PAVEMENT AROUND PEDESTAL

= 2*PERIMETER OF PEDESTAL=2*(2*(A2+B2)) 15.568 Rm

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Page 30

DIA MTFOOTING

12 0.10212 0.06312 0.10212 0.063

0 0PEDESTAL

16 1.29110 0.163

GRADE BEAM32 0.52310 0.028

0 0

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Page 32

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Page 33

NO. OF BARS EACH AT TOP & BOTTOM

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Page 34

ERROR LOG

FOOTING IS SAFE

L&T-CHIYODA LIMITED Page 37 of 37

PROJECT DOC. NO.

JOB NO. REV NO. 0EIL JOB NO.

III. SUMMARY OF DESIGN RESULTS

VERTICAL LOAD CARRYING CAPACITY OF PILEDESIGN CONDITION GWT BELOW BASE GWT AT FGL

CHECKCASE LOAD CONDITION RMAX RMIN RMAX RMINLC1 EMPTY 79.41 79.41 57.48 57.48 OKLC2Y EMPTY + WIND 79.41 79.41 57.48 57.48 OKLC3X EMPTY + BUNDLE 95.35 63.47 73.42 41.54 OKLC4 OPERATING 87.26 87.26 65.33 65.33 OKLC5Y OPERATING+ WIND 87.26 87.26 65.33 65.33 OKLC6Y OPER. +SEISMIC 87.26 87.26 65.33 65.33 OKLC6X OPER. +SEISMIC 89.89 84.63 67.96 62.70 OKLC7 HYDROTEST 89.41 89.41 67.48 67.48 OKLC8Y TEST+WIND 89.41 89.41 67.48 67.48 OK

HORIZONTAL LOAD CARRYING CAPACITY OF PILEDESIGN CONDITION GWT BELOW BASE GWT AT FGL

CHECKCASE LOAD CONDITION TOTAL H TOTAL HLC1 EMPTY 0.00 0.00 OKLC2Y EMPTY + WIND 16.09 64.40 OKLC3X EMPTY + BUNDLE 18.60 94.60 OKLC4 OPERATING 0.00 1.21 OKLC5Y OPERATING+ WIND 16.09 64.40 OKLC6Y OPER. +SEISMIC 5.67 72.67 OKLC6X OPER. +SEISMIC 3.10 28.11 OKLC7 HYDROTEST 0.00 0.00 OKLC8Y TEST+WIND 4.02 7.13 OK

MEMBER DESIGN

PILE CAPDESIGN CONDITION GWT BELOW BASE GWT AT FGL

Astreq Astprov Rebar provided Astreq Astprov Rebar provided(mm2) (mm2) (mm2) (mm2)

BOT.-X 300.0 314.2 T10 @ 250 C/C 300.00 314.2 T10 @ 250 BOT.-Y 300.0 314.2 T10 @ 250 C/C 300.00 314.2 T10 @ 250 TOP-X 300.0 314.2 T10 @ 250 C/C 300.00 314.2 T10 @ 250 TOP-Y 300.0 314.2 T10 @ 250 C/C 300.00 314.2 T10 @ 250

PEDESTALDESIGN CONDITION GWT BELOW BASE GWT AT FGL


VERT. BARS 1920.0 2010.6 24 Nos. T20 1920.0 2010.6 24 Nos. T20

TIESRequired Provided Required ProvidedMINIMUM T8 @ 300C/C MINIMUM T8 @ 300C/C

GRADE BEAMDESIGN CONDITION GWT BELOW BASE GWT AT FGL


TOP & BOT. BARS 705.6 804.3 10 Nos. T16 705.6 804.3 10 Nos. T16

STIRRUPSRequired Provided Required ProvidedMINIMUM T8 @ 200 C/C MINIMUM T8 @ 200 C/C

023-APH-001 Equipment Tag1000 Footing Width4500 Footing Length

560 Pedestal Width3332 Pedestal Length

220 Projection along Width584 Projection along Length500 Width of Grade Beam900 Depth of Grade Beam

6040 C/C of Pedestal5040 Length of Grade Beam1600 Ht of Pedestal Below Graound

900 Thickness of Fdn2289 Height of pedestal above HPP4789 Height of FdnM30 Concrete Grade

50 Grout Thickness75 Thickness of PCC

(1:1.5:3) Blinding Concrete Mix12 Footing Bottom bar dia Along Width

200 Footing Bottom Bar Spacing Along Width12 Footing Bottom bar dia Along Length

200 Footing Bottom Bar Spacing Along Length12 Footing Top bar dia Along Width

200 Footing Top Bar Spacing Along Width12 Footing Top bar dia Along Length

200 Footing Top Bar Spacing Along Length2 Anchor Bolt ID8 Anchor Bolts Nos.

M56 Anchor Bolts Size1925 Anchor Bolts Length

135 Anchor Bolts Projection2x2-M56 A.BOLT (TYPE-S) Anchor Bolt Description Line 1

PJTN=135, L=1925 Anchor Bolt Description Line 2320 Spacing of Anchor Bolt Along Width Ba150 Spacing of Anchor Bolt Along Length La

2x38-D16 Pedestal Vertical bars Along Width2x3-D16 Pedestal Vertical bars Along Length

D10@250 Pedestal Links250 Spacing of Pedestal Links

2x5-D32 Grade Beam Main ReinforcementD10@300 Grade Beam Links

0.000 High Point Of Paving2.289 TOG

0.99 Major Work Volume of PCC25.00 Major Work Volume of RCC

2.34 Major Work Volume of REBARD Rebar SignL Location of Fixed Side

180 Left Side Degree0 Right Side Degree

100 Pile Embedment inside pile cap500 Pile diameter

8 Pile nos

550.00 Pile type3500 Pile distance

1. ALL DIMENSIONS ARE IN MILLIMETERS ANDELEVATIONS ARE IN METRES.

2. ALL ELEVATIONS ARE BASED ON M.S.L. = 0.000

3. HIGH POINT OF PAVING (HPP)EL.0.000 CORRESPONDS TO GR. EL. 9.750.

4. THE DRAWING IS NOT TO SCALE. ONLY FIGURED DIMENSIONS SHALL BE FOLLOWED.

5. FOR LOCATION AND ORIENTATION OF TIE BEAMREFER TO OVERALL FOUNDATION LAYOUT.

6. FOR GENERAL NOTES TO CONCRETE WORK REFER TO DRG NO. P832-LTC-DD-CI-0301.

7. ALL REINFORCEMENT ARE SYMMETRICAL WITHRESPECT TO CENTER LINE.

8. FOR ANCHOR BOLT SEE STD. DRG. NO. P832-LTC-DD-CI-0352.

9. FOR PROTECTION TO UNDERGROUND CONCRETEWORKS REFER DRG. NO. P832-LTC-DD-CI-0351.

10. FOR LOCATION OF EQUIPMENT REFER DRG. NO. P832-LTC-DD-CI-0021.

11. SLIDING PLATE SHALL BE IN SCOPE OFEQUIPMENT VENDOR AND SHALL BE FIXEDBEFORE EQUIPMENT INSTALLATION.

Footing Bottom Bar Spacing Along WidthFooting Bottom bar dia Along LengthFooting Bottom Bar Spacing Along Length

Footing Top Bar Spacing Along Width

Footing Top Bar Spacing Along Length

Spacing of Anchor Bolt Along Width BaSpacing of Anchor Bolt Along Length La

L or R

ALL DIMENSIONS ARE IN MILLIMETERS AND

FIGURED DIMENSIONS SHALL BE FOLLOWED.FOR LOCATION AND ORIENTATION OF TIE BEAMREFER TO OVERALL FOUNDATION LAYOUT.FOR GENERAL NOTES TO CONCRETE WORK

ALL REINFORCEMENT ARE SYMMETRICAL WITH

FOR PROTECTION TO UNDERGROUND CONCRETE

FOR LOCATION OF EQUIPMENT REFER DRG.

L&T-CHIYODA LIMITEDCIVIL & STRUCTURAL DEPARTMENT

Anchor Bolt Standard No. LTC DWG NO. 6782-LTC-323-CV-DW-0004ALLOWABLE TENSILE STRESS pt = 120 MPaALLOWABLE SHEAR STRESS ps = 80 MPa Grout Thickness Base Plate Anchor Bolt Lengths(W/O Projn)TOTAL LENGTHMAX PROJECTION

(KN) 30DESIG AREA Ft Fs dia PocketGr L G KM10 56.71 7.00 4.00 10 0.000226 150 50 400 350 120M12 81.66 10.00 6.00 12 0.000222 150 50 475 400 135M16 145.17 18.00 12.00 16 0.000211 150 50 625 550 185M18 183.73 22.00 15.00 18 0.000205 150 50 675 600 210M20 226.82 28.00 18.00 20 0.000445 295 300 50 775 Type A 675 240M22 274.46 34.00 22.00 22 0.001255 340 300 80 825 750 260M24 326.63 40.00 27.00 24 0.001235 360 300 80 850 825 285M27 413.38 51.00 34.00 27 0.001871 420 450 80 1050 950 325M30 510.35 64.00 43.00 30 0.001814 465 450 80 1450 1075 390M33 617.53 78.00 52.00 33 0.001752 540 450 80 1550 1225 484M36 734.91 94.00 63.00 36 0.001684 670 450 80 1650 1275 455M39 862.49 111.00 74.00 39 0.002797 350 450 100 1450 Type B 1350 465M42 1000.29 129.00 86.00 42 0.002717 400 450 100 1525 1400 465M45 1148.29 149.00 99.00 45 0.002631 450 450 100 1575 1475 485M48 1306.50 170.00 113.00 48 0.002539 500 450 100 1775 1575 485M52 1533.32 200.00 133.00 52 0.004262 550 450 125 1825 1675 545M56 1778.29 236.00 157.00 56 0.00412 600 450 125 1925 1775 550M60 2041.41 270.00 180.00 60 0.003967 650 450 125 2250 2050 565M64 2322.67 311.00 207.00 64 0.008239 700 600 150 2275 2050 565M68 2622.07 351.00 234.00 68 0.008003 DESIG 750 600 150 2375 2175 625M72 2939.63 404.00 269.00 72 0.007752 800 600 150 2500 2275 625

Values of Ft and Fs directly entered from Standard

IS PROVISION

Page 42

I.S.PROVISIONS

PERMISSIBLE SOIL BEARING STRESS FACTORS

WIND 1.25 (AS PER IS1904, CL. 15.1.6)SEISMIC 1.25 (AS PER IS 1893,TABLE 1)BUNDLE 1.25PULLSAFETY FACTORS FOR SLIDING

(AS PER CLAUSE 17.1.1 OF IS 1904)

DL+WL 1.5DL+EL 1.5DL+ BUNDLE PULL 1.75SAFETY FACTORS FOR OVERTURNING

(AS PER CLAUSE 17.2 OF IS 1904)

DL+WL 1.5DL+EL 1.5DL+ BUNDLE PULL 1.75VALUES OF PARTIAL SAFETY FACTOR FOR LOADS

(AS PER TABLE 12 OF IS 456) Pf DL WL EL

DL 1 1.5 - -DL+WL 1 1.5 1.5 -

1 0.9 1.5 - (FOR OVERTURNING)DL+EL 1 1.5 - 1.5

1 0.9 - 1.5DL + BUNDLE PULL 1 1.5 - - 1.5

QUICK CHECKS FOR FOUNDATION FOR 023-APH-001PROJECTSRUG DOC. NO. 6235-2111-4-R-8-139

JOB NO. DL7213 Rev. NO. 0

LOAD DATA Lower Tube Upper Tube TOTAL

1. Empty Weight 164.90 0.00 164.90 kN

2. Operating Weight 426.00 0.00 426.00 kN

3.Test Weight 777.00 0.00 777.00 kN

4. Tube Bundle Weight 0.00 0.00 0.00 kN

5.Wind Shear Force 28.60 kN

6.Wind Moment 0.00 kN-m

7.Seismic Shear Force 263.80 kN

8.Seismic Moment 12.70 kN-m

PILE CAPACITY CHECKS

GWT below base of foundation

Load Case Oper. + Seismic (X-Dir) 89.89 Compression-40.35 Tension

GWT at FGL

Load Case Oper. + Seismic (X-Dir) 358.43 Compression-40.35 Tension

PILE CAPACITY CHECKS ( Ratios to Permissble) GW depth = 3.00 m From GLCONDITION Axial Pullout Lateral

EMPTY 0.19 Nil 0.00EMPTY + WIND 0.18 Nil 0.10EMPTY + BUNDLE 0.24 Nil 0.35OPER.+THER. 0.24 Nil 0.00OPER.+ WIND+THER. 0.22 Nil 0.10OPER. +EQ.+THER. 0.44 0.13 0.88OPER. +EQ.+THER. 0.29 Nil 0.88HYDROTEST 0.31 Nil 0.00TEST+WIND 0.26 Nil 0.06PILE CAP DESIGN CHECKS

DIMENSIONS

PILE CAP A1 1.00 m

B1 4.50 m

H1 0.90 m

df 2.50 m

PEDESTAL A2 0.56 m

B2 3.33 m

H3 2.29 m

L 6.04 m

GRADE

BEAM WIDTH 0.50 m

DEPTH 0.90 m

BOQ

1. PCC 1:1.5:3 0.992. RCC M 30 25.003. Reinforcement Fe415 2.34 MT

4. Piles Dia 500 8 Nos.

CHECK FOR REBAR

PILE CAP 41 Kg/m3

PEDESTAL 100 Kg/m3

GRADE BEAM 243 Kg/m3

OVERALL 93.44 Kg/m3

BOQ FOR OTHER ITEMS

EXCAVATION 35

BACKFILLING 18

DISPOSAL 18

FORMWORK 88.52

GROUT 2.88

GROUT IN POCKETS 0

ANCHOR BOLTS 8 Nos - M20

PROTECTIVE COATING NIL

EXPANSION JOINT 15.57 RM

m3

m3

m3

m3

m3

m2

m2

m3

m2

df

A2 A1

H3

H1

HPP

L

TYPICAL ELEVATION

B2 B1

MANUAL

STRAP FOOTINGdocument.xls

Page 44

USERS REFERENCE MANUAL

LIST OF INPUTS REQUIRED FROM DESIGN ENGINEER : UNITS1. CUBE / CYLINDRICAL STRENGTH (Fc'/Fck) MPa

a) LEVELING CONCRETEb) STRUCTURAL CONCRETE

KN/m3

3. REINFORCING BARSTRENGTH (Fy) MPa

4. TYPE OF PROTECTIVE COATING

5. SOIL PARAMETERSa) GROSS BEARING CAPACITY SBC

1. SETTLEMENT CRITERION KN/m22, SHEAR CRITERION

b) UNIT WEIGHT KN/m3

6. BASE PLATE SIZELENGTH OF BASE PLATE Lb mBREADTH OF BASE PLATE Bb m

7. ANCHOR INFORMATIONANCHOR BOLT SIZE (ENTER AS M32, M48 etc) ABSANCHOR BOLT LENGTH ABL mANCHOR BOLT PROJECTION ABP mANCHOR BOLT NUMBERS ABN NOs.ANCHOR BOLT EDGE DISTANCE QBED mTYPE OF ANCHOR BOLT (EMBEDDED / POCKETED)SIZE OF POCKET mmDEPTH OF POCKET mm

8. BUNDLE PULLING FORCE AS A PERCENTAGE OF BUNDLE WEIGHT %

9. COVER FOR MAIN BAR IN FOOTING mm

10. COVER FOR MAIN BAR IN PEDESTAL mm

11. COVER FOR MAIN BAR IN GRADE BEAM mm

12. PERCENTAGE OF WIND TO BE CONSIDERED WITH TEST CONDITION

13. FRICTION COEFFICIENT (CONCRETE TO SOIL)

2. UNIT WEIGHT OF CONCRETE (gc)

gs

m2

MANUAL


Page 45

14. LOADING DATA EQUIPMENT WEIGHT (EMPTY, OPERATING & TEST) We KNBUNDLE WEIGHT Wt kNWIND SHEAR AND MOMENT AT TOP OF PEDESTALHwl,Mwl KN . mSEISMIC SHEAR AND MOMENT AT TOP OF PEDESTAL Hel,Mel KN . m

TEMPRATURE DIFFERENCE

15. DEPTH OF GROUND WATER TABLE dw m

16. SIZE OF FOOTINGSADDLE DISTANCE L mDEPTH OF FOOTING H1 mHEIGHT OF PEDESTAL ABOVE GROUND H3HEIGHT OF CENTRE LINE OF LOWER HEAT EXCHANGER ABOVE T.O.P. (H4)HEIGHT OF CENTRE LINE OF UPPER HEAT EXCHANGER ABOVE T.O.P. (H5)DEPTH OF FOUNDATION BELOW GROUND LEVEL Df mLENGTH OF PEDESTAL A2 mWIDTH OF PEDESTAL B2 mWIDTH OF FOOTING B1 mWIDTH OF GRADE BEAM B4 mOFFSET OF FOOTING BEYOND POEDESTAL ALONG X (A3) mOFFSET OF FOOTING BEYOND POEDESTAL ALONG Y (B3) m

17. DATA FOR COMPUTATION OF LATERAL FORCE

SEISMIC FACTOR OF PEDESTAL kpSEISMIC FACTOR OF FOOTING kfSEISMIC FACTOR OF SOIL ON FOOTING ksCOEFFICIENT OF FRICTION mCOEFFICIENT OF LINEAR EXPANSION aYOUNG'S MODULUS E kn/m2

18. PERMISSIBLE BEARING STRESS FACTORS

19. MINIMUM SAFETY FACTORS FOR VARIOUS LOAD COMBINATION FOR SLIDING / OVERTURNING

20. PROBABILITY FACTOR AND LOAD FACTOR FOR VARIOUS LOAD COMBINATIONS.

21. DIAMETER OF BARS TO BE USED FOR FOOTING, GRADE BEAM AND PEDESTAL.

22. DIAMETER AND NUMBER OF BARS FOR SIDE FACE REINFORCEMENT,

23. MAXIMUM ALLOWABLE SPACING FOR REINFORCEMENT IN FOOTING.

24. MINIMUM PERCENTAGE (ON GROSS CROSS SECTION AREA ) OF STEEL

oC

MANUAL


Page 46

EXPLANATIONS

3. COMPUTATION OF LATERAL FORCE

Hte = THERMAL EXPANSION FORCE

WHERE K = STIFFNESS OF PEDESTAL = 3EI/L^3 = 3EI / H2^3

Htf = THERMAL FRICTION FORCE

MAXIMUM FORCE THAT CAN BE TRANSFERRED TO PEDESTAL, BEFORE SLIDING TAKES PLACE =Htf

ACTUAL FORCE ACTING AT TOP OF PEDESTAL = MINIMUM OF Hte AND Htf

6.0 CHECK ON SOIL BEARING PRESSURE

Smax = P / A + M / Z

Z = I / Ymax

I = 2* (AI^3*B1/12 + A1*B1*((A5-A1)/2)^2) =A1B1*(A1^2/6 + (A5^2-2A1A5+A1^2)/2) = A1B1/6 * (3A5^2-6A5A1+4A1^2)I/Af = 1/12 * (3A5^2-6A5A1+4A1^2)

Smax = P/Af + (P * ex *A5/2)/I = P/Af *(1+ ( ex * A5/2) / (I / Af)) = P / Af *(1+ 6 * ex * A5 / (3A5^2-6A5A1+4A1^2)) = P / Af * (1+6A)WHERE A = ex * A5 / (3*A5^2 - 6 A5A1 + 4A1^2)

6.2 CHECK FOR STABILITY

= K D

D =DEFLECTION OF TOP OF PEDESTAL = 0.5 *a *DT *L

= 0.5 * W*m

A1

B1

A5

MANUAL


Page 47

6.2.1 SAFETY FACTOR FOR OVERTURNING= RESTORING MOMENT/ OVERTURNING MOMENTRESTORING MOMENT = P*L/2OVERTURNING MOMENT = P*e

S.F. = (P*L/2) / (P*e) = L/(2*e)

6.2.2 SAFETY FACTOR FOR SLIDING= FRICTION FORCE / HORIZONTAL FORCE

WHERE Wx = EQUIPMENT WEIGHT (We,Wo or Wh)Wfd = WEIGHT OF FOUDATIONHwe = LATERAL FORCE DUE TO WIND OR SEISMIC

7.0 MEMBER DESIGN

7.1.3 PROVISION OF REINFORCEMENT FOR FLEXURE

PERCENTAGE OF STEEL CAN BE FOUND FROM Mu = 0.87*Fy * (pt/100)*(1-1.005*Fy/Fck*(pt/100))

pt = 50*(Fck/Fy) * (1-SQRT (1-4.6 *Mu/(bd^2)))

7.1.4 PERMISSIBLE SHEAR STRESS (REFER SECTION 4.1 OF SP16)

vc = 0.85*SQRT(0.8*FCK)*(SQRT(1+5*BETA)-1)/(6*BETA)

BETA = 0.8*Fck / (6.89*pt) >= 1

FOR SIDE FACE REINFORCEMENT REFER CL/ 25.5.1.2 OF IS456-1978

7.2 PEDESTAL

1. LOAD CONDITION OPERATING Mt = Ht x h2Vt = 0

2. LOAD CONDITION OPERATING + SEISMIC

FOR LOAD ON TOP OF PEDESTAL REFER SHEET "E.Q.FORCES"

= m2 *W/H = m2 *(Wx+Wfd)/Hwe

m2 = FRICTION COEFFICIENT (CONCRETE TO SOIL)

MANUAL


Page 48

3. DUE TO BUNDLE PULLING FORCE (UNDER MAINTENANCE CONDITION)

IF Hb/2 < Htf Mb = Hb/2 * H2Vb = Hb/2

IF Hb/2 > HtfMb = (Hb-Htf) * H2Vb = (Hb-Htf)

DESIGN MOMENTS = LOAD FACTOR * MOMENT

FIND Mu / Fckbd2 Pu = We, Wo or Wh

FROM CHART 32 OF SP-16 FIND pt/Fck

FIND pt

ptmin = 0.8 % REFER IS : 456-1978, cl. no. 25.5.3.1

ptreq = MAX(ptmin,pt)

FIND Ast

SHEAR CHECK

SHEAR FORCE DUE TO WIND = LOAD FACTOR * Hwl/2

DESIGN SHEAR FORCE = MAX(Vu ) ( MAX. OF OPERATING, SEISMIC, WIND, MAINTENANCE CONDITION)

SHEAR STRESS = SHEAR FORCE / (A2*B2)

FIND ptprov

DEPENDING ON ptprov WE GET DESIGN SHEAR STRENGTHvc

IF vc > vu PROVIDE MINIMUM SHEAR REINFORCEMENTELSE DESIGN FOR SHEAR STRESS = Vs1 = vu - vc

MINIMUM SHEAR REINFORCEMENT = Asv x fy/(0.4 x b) DESIGN SHEAR REINFORCEMENT = (0.87 x fy x Asv x Dped )/Vs1

=0.85*(0.8*FCK)^0.5*((1+5*b)^0.5-1)/(6*b1)

WHERE b1 = MAX(0.8*FCK/(6.89*ptprov),1)

MANUAL


Page 49

7.3 GRADE BEAM

GRADE BEAM IS DESIGNED FOR THE MOMENT AT THE MID DEPTH OF THE BEAM

1. LOAD CONDITION OPERATING Mt = Ht x (h2+h1/2)Vt = 0

2. LOAD CONDITION OPERATING + SEISMIC

FOR LOAD ON TOP OF PEDESTAL REFER SHEET "E.Q.FORCES"

3. DUE TO BUNDLE PULLING FORCE (UNDER MAINTENANCE CONDITION)

IF Hb/2 < Htf Mb = Hb/2 * H2Vb = Mb/L

IF Hb/2 > HtfMb = (Hb-Htf) * H2Vb = (Hb-Htf)Mb = Hep/2 x (h2/2+h1/2) + Htf x (h2+h1/2)Vb = Mb/L

DESIGN MOMENTS = LOAD FACTOR * MOMENT

Kumax = 700/(1100+0.87*FY)Ru = 0.36*Fck*Kumax*(1-0.42*Kumax)

MINIMUM EFFECTIVE DEPTH OF BEAM REQUIRED =SQRT(Mu2/(Ru*B_4))

TOTAL DEPTH REQUIRED =MIN. EFFECTIVE DEPTH REQUIRED + COV_BEAM> = DEPTH OF FOOTING

EFFECTIVE DEPTH REQUIRED = DEPTH OF BEAM - COV_BEAM

FIND Mu / bd^2

pt =50*(FCK/FY)*(1-SQRT(1-4.6*(Mu/bd^2)/FCK))ptmin=0.85/FY*100

ptreq = MAX(ptmin,pt)

FIND Ast

SHEAR CHECK

DESIGN SHEAR FORCE = MAX(Vu ) ( MAX. OF OPERATING, SEISMIC, MAINTENANCE CONDITION)

MANUAL


Page 50

SHEAR STRESS = SHEAR FORCE / (dbeam * width)

FIND ptprov

DEPENDING ON ptprov WE GET DESIGN SHEAR STRENGTHvc

IF vc > vu PROVIDE MINIMUM SHEAR REINFORCEMENTELSE DESIGN FOR SHEAR STRESS = Vs1 = vu - vc

MINIMUM SHEAR REINFORCEMENT = Asv x fy/(0.4 x b) DESIGN SHEAR REINFORCEMENT = (0.87 x fy x Asv x (Dped-COVER) )/Vs1

FOR SIDE FACE REINFORCEMENT REFER IS456, CL 25.5.1.2

=0.85*(0.8*FCK)^0.5*((1+5*b)^0.5-1)/(6*b1)

WHERE b1 = MAX(0.8*FCK/(6.89*ptprov),1)

MANUAL


Page 51

MAXIMUM FORCE THAT CAN BE TRANSFERRED TO PEDESTAL, BEFORE SLIDING TAKES PLACE =Htf

MANUAL


Page 52

( MAX. OF OPERATING, SEISMIC, WIND, MAINTENANCE CONDITION)

E.Q. FORCES

Page 53

LOAD ON EACH PEDESTAL (SLIDING/FIXED) DUE TO HORIZONTAL LOAD (SEISMIC/TEMPRATURE)

CONDITION ARRANGEMENT 1 ARRANGEMENT 2

CASE 1

Hte = 60Htf = 80Hel = 100

Ht = 60

CASE 2

Hte = 60Htf = 80Hel = 200

Ht = 60

CASE 3

Hte = 60Htf = 80Hel = 300

Ht = 60

CASE 4

Hte = 60Htf = 80Hel = 30

Ht = 60

CASE 5

Hte = 30Htf = 80Hel = 90

Ht =30

FINAL FORCES :

Hel/2+HT<HTF Hel/2-HT<HTF

Hel/2+HT>HTF Hel/2-HT>HTF

6060

50 50

110 10

110

=(Hel/2+Ht)

10

=(Hel/2-Ht)

6060

50 50

110 10

=( Htf ) (Hel/2 -Ht)+(Hel/2+Ht-Htf)= (Hel-Htf)

80 30-10=20

HeL/2+Ht > Htf

HeL/2+Ht < Htf 6060

15 15

75 45

=(Hel/2+Ht) =(Hel/2-Ht)

75 45

6060

15 15

75 45


75 45

HeL/2+Ht < Htf 3030

45 45

75 15


75 15

3030

45 45

75 15


75 15

HeL/2+Ht > Htf 6060

100 100

160 40

=Htf =(Hel-Htf)

80 80+40=120

6060

100 100

160 40


160 40

HeL/2+Ht > Htf 6060

150 150

210 90

=Htf =(Hel-Htf)

80 90+130=2200

6060

150 150

210 90

=(Hel-Htf) =(Htf)

210+10=220 80

HeL/2-Ht > Htf

HeL/2-Ht < Htf

HeL/2-Ht < HtfHtHtHel/2Hel/2

HtHtHel/2Hel/2

HtHtHel/2Hel/2

HtHtHel/2Hel/2

HtHtHel/2Hel/2

HtHtHel/2Hel/2

HtHt

Hel/2Hel/2HtHt

Hel/2Hel/2

HtHt

Hel/2Hel/2HtHt

Hel/2Hel/2

=(Hel/2+Ht)

=Htf

=(Hel/2-Ht)

=Hel-Htf

=(Hel/2+Ht)

=Hel-Htf

=(Hel/2-Ht)

=Htf

E.Q. FORCES

Page 54

LEGEND Hel = TOTAL SEISMIC BASE SHEARHte = FORCE DUE TO TEMPERATURE EFFECTHtf = LIMITING FORCE OF SLIDINGHt = MIN(Hte,Htf)

711.56 -711.56

L&T-CHIYODA LIMITEDCIVIL & STRUCTURAL DEPARTMENT

ANNEXURE : 2Page 55 of 58

PROJECT CPCL REFINERY III DOC. NO. 4814-206-4-R-8- 0EPCC-2

JOB NO. DL1123 REV NO. 0EIL JOB NO. 4814

CALCULATION OF ADDITIONAL SHEAR DUE TO SEISMIC AND WIND ON PEDESTAL

SHEAR DUE TO WIND

ALONG X AXIS

HW1 ADDITIONAL = 2*( B2 * H3 * 1.25) 19.06737 KN

ALONG Y AXIS

HW2 ADDITIONAL = 2*( A2 * H3 * 1.25) 3.20 KN

HWp = ADDITIONAL SHEAR AT TOP OF PEDESTAL = 19.07kN

SHEAR DUE TO EARTHQUAKE

0.03

6.41 kN

ah = b x I x ao = 1.0 x 1.5 x 0.02 =

HSp ADDITIONAL = 2*(A2* B2 * H3 * gc*ah) =

PILE CAPACITIESPILESIZE AXIAL UPLIFT HORIZONTAL

550500 600 -50 150600 900 -80 180800 1600 -140 240

M10 13 M56M12M16M18

1 M202 M223 M244 M275 M306 M337 M368 M399 M42

10 M4511 M4812 M5213 M5614 M6015 M6416 M6817 M72

1 Grade Beam Required 1 Grade Beam Required2 Grade Beam Not Required

Footing Footing Pedestal

Type Thickness (d) Length (Lf) Width (Wf) TOG Length (Lp) Width (Wp) East

3 900 1000 4500 100300 800 800 0

Reference Point

L

Wf

w

Lf Lp

W p

TOG

FLd

L

0 END OF OPERATION1 TWO ISOLATED FOOTING W/O GRADE BEAM2 COMBINED RECTANGULAR FOOTING3 TWO ISOLATED FOOTING WITH GRADE BEAM4 COMMENT MARK

North Found. Level

6000 98000 3000 500 60

Spacing Between Pedestals (L)

Grade Beam Width(w)

Angle (w.r.t. North)

TOG

FL

023 aph 001 without gwt

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