foundation design of heavy oil cooler

1 The moments Mx and Mz on the fixed support is considered as 500 kgm

2 The frictional load on sliding support is considered as 0.3 times the vertical load

3 The SBC of soil at 1.5m depth is considered as 15 t/m2

LL

Y

LB

X X X

LY

LF

Fixed supportSliding support

LL LX LR

Y

LB

X x X

LY

LF

Y

Sliding

INPUT DATA (GENERAL) Load case (1) Normal 1.00

SAEF BEARING CAPACITY (NET SBC) SBC 15.00t/m2

Plt

Plb

PrtPlt

PrbPlb

FOUNDING DEPTH FROM GRADED LEVEL H m 1.50

PEDESTAL HEIGHT ABOVE GRADED LEVEL m 0.30

GRADE OF CONCRETE fck N/sqmm 30.00

GRADE OF STEEL fy N/sqmm 500.00

TOTAL WEIGHT (FULL OF WATER) W 25.42

Y-DIRECTION PARAMETERS

CENTER TO CENTER DISTANCE OF PEDESTALS m 0.00

FRONT CANTILEVER DISTANCE FROM CENTER LINE OF PED m 1.00

BACK CANTILEVER DISTANCE FROM CENTER LINE OF PED m 1.00

X-DIRECTION PARAMETERS

CENTER TO CENTER DISTANCE OF PEDESTALS m 0.00

RIGHT CANTILEVER DISTANCE FROM CENTER LINE OF PED m 0.90

LEFT CANTILEVER DISTANCE FROM CENTER LINE OF PED m 0.90

VERTICAL LOAD tonne 0.00

HORIZONTAL SHEAR IN X -DIRECTION X1 tonne 0.00

HORIZONTAL SHEAR IN Y-DIRECTION Y1 tonne 0.00

MOMENT ABOUT Y-Y DUE TO HOR SHEAR IN X-DIR t-m 0.00

MOMENT ABOUT X-X DUE TO HOR SHEAR IN Y-DIR t-m 0.00


HORIZONTAL SHEAR IN X -DIRECTION X2 tonne 0.00

HORIZONTAL SHEAR IN Y-DIRECTION Y2 tonne 0.00



VERTICAL LOAD W/2 tonne 12.71

HORIZONTAL SHEAR IN X -DIRECTION x3 tonne 3.81

HORIZONTAL SHEAR IN Y-DIRECTION y3 tonne 0.00

MOMENT ABOUT Y-Y DUE TO HOR SHEAR IN X-DIR x3 * (Ht+H) t-m 6.86


Ht

LY

LF

LB

LX

LR

LL

INPUT LOAD DATA (RIGHT TOP PEDESTAL) AT BASE PLATE LEVEL

prt

MyRt

MxRt

INPUT LOAD DATA (RIGHT BOT PEDESTAL) AT BASE PLATE LEVEL

prb

MyRb

MxRb

INPUT LOAD DATA (LEFT TOP PEDESTAL) AT BASE PLATE LEVEL

pLt

MyLt

MxLt

INPUT LOAD DATA (LEFT BOT PEDESTAL) AT BASE PLATE LEVEL


HORIZONTAL SHEAR IN X -DIRECTION x4 tonne 0.00

HORIZONTAL SHEAR IN Y-DIRECTION y4 tonne 0.00



INPUT WATER TABLE HEIGHT FROM FGL(Assumed) Hw m 4.00

CALCULATIONS:

LENGTH OF MAT L m 1.80

WIDTH OF MAT B m 2.00

AREA OF MAT A L*B 3.60

THICKNESS OF THE RAFT T m 0.45

TOTAL VERTICAL LOAD Wapp t 12.71

SELFWEIGHT OF RAFT A*T*2.5 t 4.05

PEDESTAL WIDTH (top right) pw1 m 0.00

PEDESTAL DEPTH (top right) pd1 m 0.00

PEDESTAL WIDTH (bot right) pw2 m 0.00

PEDESTAL DEPTH (bot right) pd2 m 0.00

PEDESTAL WIDTH (top left) pw3 m 0.30

PEDESTAL DEPTH (top left) pd3 m 0.90

PEDESTAL WIDTH (bot left) pw4 m 0.00

PEDESTAL DEPTH (bot left) pd4 m 0.00

SELFWEIGHT OF PEDESTALS t 0.91

UNIT WEIGHT OF SOIL s 1.80

SOIL WEIGHT (A-(4xPWxPD))x(H-T)xs t 6.29

TOTAL WEIGHT t 23.96

CG OF APPLIED LOAD

TOTAL APPILED MOMENT ABOUT Y-Y t-m 6.86

TOTAL APPILED MOMENT ABOUT X-X t-m 0.00

Weight of top right pedestal Wp1 pw1xpd1*(H-T+Ht)*2.5 t 0.00

Weight of bottom right pedestal Wp2 pw2xpd2*(H-T+Ht)*2.5 t 0.00

Weight of top left pedestal Wp3 pw3xpd3*(H-T+Ht)*2.5 t 0.91

Weight of bottom left pedestal Wp4 pw4xpd4*(H-T+Ht)*2.5 t 0.00

Weight of soil at top right pedestal Ws1 pw1xpd1*(H-T)*s t 0.00

Weight of soil at bottom right pedestal Ws2 pw2xpd2*(H-T)*s t 0.00

Weight of soil at top left pedestal Ws3 pw3xpd3*(H-T)*s t 0.51

Weight of soil at bottom left pedestal Ws4 pw4xpd4*(H-T)*s t 0.00

pLb

MyLb

MxLb

Lx+LL+LR

Ly+LF+LB

m2

prt+prb+pLt+pLb

WR

WP

(sum area ped)(H-

T+Ht)*2.5

t/m3

WS

WT Wapp+WR+WP+WS

Mapp-y MyRt+MyRb+MyLt+MyLb

Mapp-x MxRt+MxRb+MXLt+MXLb

Moment of soil weight about Y-Y Msx tm 5.66

Moment of soil weight about X-X Msy tm 6.29

TAKING MOMENT ABT LOWER LEFT CORNER-CG..

X-BAR X-bar m 0.90

Y-BAR Y-bar m 1.00

Ex Ex L/2-X-bar m 0.00

Ey Ey B/2-Y-bar m 0.00

MOMENT DUE TO Ex (about Y-Y) t-m 0.00

MOMENT DUE TO Ey (about X-X) t-m 0.00

TOTAL Moment about X-X Mx t-m 0.00

TOTAL Moment about Y-Y My t-m 6.86

Zxx Zxx 1/6(B*B*L) 1.20

Zyy Zyy 1/6(L*L*B) 1.08

Mx/Zx Mx/Zx Mx/Zx 0.00

My/Zy My/Zy My/Zy 6.35

P/A P/A 6.66

pressure at bottom left - 1 P1 P/A+ Mx/Zx+My/Zy 13.01

Pressure at top right - 3 P2 P/A- Mx/Zx-My/Zy 0.30

pressure at top left -2 P3 P/A- Mx/Zx+My/Zy 13.01

pressure at right bottom -4 P4 P/A+ Mx/Zx-My/Zy 0.30

LxBx(H-T)sxL/2-Ws1xLx+LL-Ws2xLx+LL-

Ws3xLL-Ws4xLL

LxBx(H-T)sxB/2-Ws1xLf+Ly-

Ws2xLf-Ws3xLf+Ly-Ws4xLf

((prt*Lx+LL)+

(prb*LX+LL)+(pLt*LL)

+(pLb*LL)+(WR)*L/

2)+(Wp1*Lx+LL)+

(Wp2*Lx*LL)+

(Wp3*LL)+

(Wp4*LL)+Msx/WT

((prt*Ly+LF)+(pLT*Ly+LF)+

(pLB*LF)+(pRb*LF)+(WR)*B/2+

(Wp1*Lf+Ly)+(Wp2*Lf)+

(Wp3*Lf+Ly)+(Wp4*Ly)+Msy)/WT

Mey Ex*WT

Mex Ey*WT

Mapp-x+Mex

Mapp-y+Mey

m3

m3

t/m2

t/m2

WT/A t/m2

t/m2

t/m2

t/m2

t/m2

CHECK FOR BEARINGAllowable bearing SBC + (H*1 OR 1.25)s 17.70

SAFE

Contact area of footing with soil b'n 1&2 100.00




Average contact area 100.00

For wind contact area is increased by 20% 100.00

Check for 80% contact area SAFE

e in X direction ex My / WT 0.286393

e in Y direction ey Mx / WT 0

k factor for redistribution of pressure in X direction 1

k factor for redistribution of pressure in Y direction 1.000

Maximum base Pressure max(P1,P2,P3,P4) 13.01

Check for allowable pressure SBC + (H*1 OR 1.25)s 17.70

SAFE

CHECK FOR FACTOR OF SAFETY ABT X-X

OVERTURNING MOMENT OTM Mx t-m 0.00

RESISTING MOMENT RTM t-m 23.96

FOS #DIV/0!

SAFE

CHECK FOR FACTOR OF SAFETY ABT Y-Y

OVERTURNING MOMENT OTM My t-m 6.86

RESISTING MOMENT RTM t-m 21.57

FOS 3

SAFE

CHECK FOR UPLIFT PRESSURE

Total uplift pressure Pw (H-Hw)*1*A tonne -9.00

Total Reisting pressure tonne 23.96

FOS WT/Pw -2.66

SAFE

CHECK FOR SLIDING X DIRECTION

Distributing force Px X1+X2+X3+X4 tonne 3.81

Restoring force including uplift Prx 0.3(Wr-Pw) tonne 9.89

NO TENSIO

N

WT x (B/2+EY)

WT x (L/2 + Ex)

WT

FOS Prx/Px 3

SAFE

CHECK FOR SLIDING Y DIRECTION

Distributing force Py Y1+Y2+Y3+Y4 tonne 0.00

Restoring force including uplift Pry 0.3(Wr-Pw) tonne 9.89

FOS Pry/Py #DIV/0!

SAFE

CHECK FOR PUNCHING STRESSLTP

Allowable shear stress under limit state SS Ks x tc 1.14

min of pw3/pd3 or pd3/pw3 0.33

0.5 + Beeta c 0.83

1.37

Depth required D (Plt - BP*pw3*pd3)/(2pw mm 33.58

check SAFE

DESIGN OF FOOTING REINFORCEMENTS

Maximum base pressure under normal condition = 13.0119306 1 19.518 13.0119MAXIMUM BASE PRESSURE (1) (under limit state) 13.0119306 t/m2 Hence condition iUplift due to water pressure (2) 0 t/m2self weight of soil and base raft (3) 2.87325 t/m2

Design base pressure = (1)+(2)-(3) 10.1386806 t/m2

DESIGN BASE PRESSURE 10.1386806 t/m2

Calculation of Bending moment and Shear Force

Moment on left cantilever Mlc BP x LL X LL / 2 t-m 4.106166

Moment on Right cantilever Mrc BP x LR X LR / 2 t-m 4.106166

Moment at middle of X direction Mx (BP*(L/2)*(L/2))/2 - t-m 4.106166

Shear force at d/2 from left face of cantilever Vlc BP*(LL-pw3/2-d/2) t 5.652314

shear force at d/2 from L.col towards middle Vxl BP*(LL+pw3/2+d/2))-t 3.472498

Shear force at d/2 from right face of cantilever Vrc (BP*(LR-pw1/2-d/2)) t 7.173116

shear force at d/2 from R.col towards middle Vxr (BP*(LR+pw1/2+d/2)) t 1.951696

Moment on front cantilever Mfc BP x LF X LF / 2 t-m 5.06934

Moment on back cantilever Mrc BP x LB X LB / 2 t-m 5.06934

Moment at middle of Y direction MY BP*((B/2)*(B/2)/2) - t-m 5.06934

N/mm2

Beeta-c

Ks

tc 0.25 √ fck

Shear force at d/2 from front face of cantilever Vfc BP*(LF-pd4/2-d/2) t 8.186985

shear force at d/2 from F.col towards middle Vyf BP*(LF+pd4/2+d/2))-(t 1.951696

Shear force at d/2 from Back face of cantilever Vbc (BP*(LB-pd1/2-d/2)) t 3.624578

shear force at d/2 from B.col towards middle Vyb (BP*(LB+pd1/2+d/2))- t 6.514102

1. Reinforcement details for right / left side cantileverProvide reinforcement at BOTTOM

M= 4.11E+07 NmmV= 71731.1649 N

Condition Norm (1)

Mu 61592484.4 NmmVu 107596.747 Nxu, max/d = 0.45602606 Ref IS 456Mu lim = 590198738 Nmm [ Mu lim = 0.36 (xu, max/d) (1 - 0.42 xu, max/d ) b d2 fck ]

Singly reinforced beam possible SINCE Mu lim

xu = 910.430122 and 15.051

Choose xu = 15.0506471

Ast = 373.671238 sqmm [Ast = 0.36 fck b xu / 0.87 fy ]

minimum Reinforcement = 0.12% of Gross area 540 sqmmMinimum reinforcement is greater than required Ast hence provide minimum reinforcement

Consider 12 dia Spacing 209.5238

Provided 12 dia Spacing 150

Hence Shear reinforcement is not required AS tc is > tv

2. Reinforcement details at midspan along X directionProvide reinforcement at BOTTOM

M= 4.11E+07 NmmV= 34724.9809 N

Condition Norm (1)

Mu 61592484.4 NmmVu 52087.47 N

xu, max/d = 0.45602606 Ref IS 456Mu lim = 590198738 Nmm [ Mu lim = 0.36 (xu, max/d) (1 - 0.42 xu, max/d ) b d2 fck ]


xu = 910.430122 and 15.051

Choose xu = 15.0506471




Provide 12 dia Spacing 150

Hence Ast = 754.285714 sqmm


3. Reinforcement details for front / Rear side cantileverProvide reinforcement at BOTTOM

M= 5.07E+07 NmmV= 81869.8455 N

Condition Norm (1)



xu = 906.825872 and 18.655

Choose xu = 18.6548976




Provided 12 dia Spacing 150



4. Reinforcement details at midspan along Y directionProvide reinforcement at TOP

M= 5.07E+07 NmmV= 65141.0226 N

Condition Norm (1)



xu = 906.825872 and 18.655

Choose xu = 18.6548976




Provide 12 dia Spacing 150



LX LR

Y

x X

Y

PrtPlt

PrbPlb

b = 1000 mm

d = 385 mm

fy = 500 N/sqmm

fck = 30 N/sqmm

1

[ Mu lim = 0.36 (xu, max/d) (1 - 0.42 xu, max/d ) b d2 fck ]

> Mu

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

[Ast = 0.36 fck b xu / 0.87 fy ]

Minimum reinforcement is greater than required Ast hence provide minimum reinforcement

mm

mm

b = 1000 mm

d = 385 mm

fy = 500 N/sqmm

fck = 30 N/sqmm

1


> Mu

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

[Ast = 0.36 fck b xu / 0.87 fy ]


mm

mm

b = 1000 mm

d = 385 mm

fy = 500 N/sqmm

fck = 30 N/sqmm

1


> Mu

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

[Ast = 0.36 fck b xu / 0.87 fy ]


mm

mm

b = 1000 mm

d = 385 mm

fy = 500 N/sqmm

fck = 30 N/sqmm

1


> Mu

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

[Ast = 0.36 fck b xu / 0.87 fy ]


mm

mm

OWNER COASTAL ENERGEN PRIVATE LIMITED

CONSULTANT

PROJECT2x600 MW MUTIARA THERMAL POWER PROJECT

NEAR TUTICORIN, TAMILNADU.

CONTRACTORGMW PVT LTD885, G.I.D.C. INDUSTRIAL ESTATE, MAKARPURA, VADODARA

(GUJRAT)

TITLE FOUNDATION DESIGN OF HEAVY OIL COOLER

DOC/DRG NO GMW/MBOP/FOH/C/DOC-036

DATE PPD CHK APP Sheets Rev

14.07.11 RMK RS BVR 0

TATA CONSULTING ENGINEERS LIMITED MUMBAI

Y

X X

Y

PARTICULARS SYMBOL

INPUT DATA (GENERAL)

SAEF BEARING CAPACITY (NET SBC) SBCFOUNDING DEPTH FROM GRADED LEVEL H

PEDESTAL HEIGHT ABOVE GRADED LEVELGRADE OF CONCRETE fckGRADE OF STEEL fyTOTAL WEIGHT (FULL OF WATER) WY-DIRECTION PARAMETERS

CENTER TO CENTER DISTANCE OF PEDESTALS

FRONT CANTILEVER DISTANCE FROM CENTER LINE OF PED

Ht

LY

LF

BACK CANTILEVER DISTANCE FROM CENTER LINE OF PED

X-DIRECTION PARAMETERS

CENTER TO CENTER DISTANCE OF PEDESTALS

RIGHT CANTILEVER DISTANCE FROM CENTER LINE OF PED

LEFT CANTILEVER DISTANCE FROM CENTER LINE OF PED

VERTICAL LOADHORIZONTAL SHEAR IN X -DIRECTION X1HORIZONTAL SHEAR IN Y-DIRECTION Y1

MOMENT ABOUT Y-Y DUE TO HOR SHEAR IN X-DIR

MOMENT ABOUT X-X DUE TO HOR SHEAR IN Y-DIR

VERTICAL LOADHORIZONTAL SHEAR IN X -DIRECTION X2HORIZONTAL SHEAR IN Y-DIRECTION Y2



VERTICAL LOADHORIZONTAL SHEAR IN X -DIRECTION x3HORIZONTAL SHEAR IN Y-DIRECTION y3



VERTICAL LOADHORIZONTAL SHEAR IN X -DIRECTION x4HORIZONTAL SHEAR IN Y-DIRECTION y4



INPUT WATER TABLE HEIGHT FROM FGL(Assumed) Hw

LB

LX

LR

LL

INPUT LOAD DATA (RIGHT TOP PEDESTAL) AT BASE PLATE LEVEL

prt

MyRt

MxRt

INPUT LOAD DATA (RIGHT BOT PEDESTAL) AT BASE PLATE LEVEL

prb

MyRb

MxRb

INPUT LOAD DATA (LEFT TOP PEDESTAL) AT BASE PLATE LEVEL

pLt

MyLt

MxLt

INPUT LOAD DATA (LEFT BOT PEDESTAL) AT BASE PLATE LEVEL

pLb

MyLb

MxLb

CAL CULATIONS:

LENGTH OF MAT L

WIDTH OF MAT B

AREA OF MAT ATHICKNESS OF THE RAFT T

TOTAL VERTICAL LOAD Wapp

SELFWEIGHT OF RAFTPEDESTAL WIDTH (top right) pw1PEDESTAL DEPTH (top right) pd1PEDESTAL WIDTH (bot right) pw2PEDESTAL DEPTH (bot right) pd2PEDESTAL WIDTH (top left) pw3PEDESTAL DEPTH (top left) pd3PEDESTAL WIDTH (bot left) pw4PEDESTAL DEPTH (bot left) pd4

SELFWEIGHT OF PEDESTALS

UNIT WEIGHT OF SOIL s

SOIL WEIGHT

TOTAL WEIGHT

CG OF APPLIED LOAD

TOTAL APPILED MOMENT ABOUT Y-Y

TOTAL APPILED MOMENT ABOUT X-X

Weight of top right pedestal Wp1Weight of bottom right pedestal Wp2Weight of top left pedestal Wp3Weight of bottom left pedestal Wp4

Weight of soil at top right pedestal Ws1Weight of soil at bottom right pedestal Ws2Weight of soil at top left pedestal Ws3Weight of soil at bottom left pedestal Ws4

Moment of soil weight about Y-Y Msx

Moment of soil weight about X-X Msy

TAKING MOMENT ABT LOWER LEFT CORNER-CG..

WR

WP

WS

WT

Mapp-y

Mapp-x

X-BAR X-bar

Y-BAR Y-barEx ExEy Ey

MOMENT DUE TO Ex (about Y-Y)

MOMENT DUE TO Ey (about X-X)

TOTAL Moment about X-X Mx

TOTAL Moment about Y-Y My

Zxx Zxx

Zyy Zyy

Mx/Zx Mx/Zx

My/Zy My/Zy

P/A P/A

pressure at bottom left - 1 P1

Pressure at top right - 3 P2

pressure at top left -2 P3

pressure at right bottom -4 P4

CHECK FOR BEARINGAllowable bearing

Contact area of footing with soil b'n 1&2Contact area of footing with soil b'n 2&3Contact area of footing with soil b'n 3&4Contact area of footing with soil b'n 1&4Average contact areaFor wind contact area is increased by 20%Check for 80% contact area

Mey

Mex

e in X direction exe in Y direction eyk factor for redistribution of pressure in X directionk factor for redistribution of pressure in Y direction

Maximum base PressureCheck for allowable pressure

CHECK FOR FACTOR OF SAFETY ABT X-X

OVERTURNING MOMENT OTM

RESISTING MOMENT RTMFOS

CHECK FOR FACTOR OF SAFETY ABT Y-Y

OVERTURNING MOMENT OTM

RESISTING MOMENT RTMFOS

CHECK FOR UPLIFT PRESSURE

Total uplift pressure Pw

Total Reisting pressureFOS WT/Pw

CHECK FOR SLIDING X DIRECTION

Distributing force PxRestoring force including uplift PrxFOS Prx/Px

CHECK FOR SLIDING Y DIRECTION

Distributing force PyRestoring force including uplift PryFOS Pry/Py

CHECK FOR PUNCHING STRESSLTP

WT

Allowable shear stress under limit state SS

Depth required Dcheck

DESIGN OF FOOTING REINFORCEMENTS

Maximum base pressure under normal condition = 7.53656019MAXIMUM BASE PRESSURE (1) (under limit state) 7.53656019Uplift due to water pressure (2) 0self weight of soil and base raft (3) 2.87325

Design base pressure = (1)+(2)-(3) 4.66331019

DESIGN BASE PRESSURE 4.66331019

Calculation of Bending moment and Shear Force

Moment on left cantilever MlcMoment on Right cantilever MrcMoment at middle of X direction MxShear force at d/2 from left face of cantilever Vlcshear force at d/2 from L.col towards middle VxlShear force at d/2 from right face of cantilever Vrcshear force at d/2 from R.col towards middle Vxr

Moment on front cantilever MfcMoment on back cantilever MrcMoment at middle of Y direction MYShear force at d/2 from front face of cantilever Vfcshear force at d/2 from F.col towards middle VyfShear force at d/2 from Back face of cantilever Vbcshear force at d/2 from B.col towards middle Vyb

1. Reinforcement details for right / left side cantileverProvide reinforcement at BOTTOM

M= 1.89E+07

Beeta-c

Ks

tc

V= 32992.9196

Condition Norm (1)

Mu 28329609.4Vu 49489.379xu, max/d = 0.45602606Mu lim = 590198738

Singly reinforced beam

xu = 918.619905

Choose xu = 6.86086388

Ast = 170.338689minimum Reinforcement = 0.12% of Gross area 540


Consider 12Provided 12

Hence Shear reinforcement is not required

2. Reinforcement details at midspan along X directionProvide reinforcement at TOP

M= 1.89E+07V= 15971.8374

Condition Norm (1)



xu = 918.619905

Choose xu = 6.86086388



Consider 12Provide 12Hence Ast = 754.285714


3. Reinforcement details for front / Rear side cantileverProvide reinforcement at BOTTOM

M= 2.33E+07V= 37656.2297

Condition Norm (1)



xu = 916.995563

Choose xu = 8.48520621



Consider 12Provided 12Hence Ast = 754.285714


4. Reinforcement details at midspan along Y direction

Provide reinforcement at TOP

M= 2.33E+07V= 29961.7679

Condition Norm (1)



xu = 916.995563

Choose xu = 8.48520621



Consider 12

Provide 12

Hence Ast = 754.285714


LL LX LR

Y

LB

X x X

LY

LF

Y

FORMULA UNIT LOAD

Fixed

Load case (1) Normal 1.00

15.00

m 1.50

m 0.30

N/sqmm 30.00

N/sqmm 500.00

T 25.42

m 0.00

m 1.00

t/m2

PrtPlt

PrbPlb

m 1.00

m 0.00

m 0.90

m 0.90

tonne 0.00

tonne 0.00

tonne 0.00

t-m 0.00

t-m 0.00

tonne 0.00

tonne 0.00

tonne 0.00

t-m 0.00

t-m 0.00

W/2 tonne 12.71

tonne 0.00

tonne 0.00

5kNm + x3 * (Ht+H) t-m 0.50

t-m 0.50

tonne 0.00

tonne 0.00

tonne 0.00

t-m 0.00

t-m 0.00

m 4.00

m 1.80

m 2.00

L*B 3.60

m 0.45

t 12.71

A*T*2.5 t 4.05

m 0.00

m 0.00

m 0.00

m 0.00

m 0.30

m 0.90

m 0.00

m 0.00

t 0.91

1.80

(A-(4xPWxPD))x(H-T)xs t 6.29

t 23.96

t-m 0.50

t-m 0.50

pw1xpd1*(H-T+Ht)*2.5 t 0.00

pw2xpd2*(H-T+Ht)*2.5 t 0.00

pw3xpd3*(H-T+Ht)*2.5 t 0.91

pw4xpd4*(H-T+Ht)*2.5 t 0.00

pw1xpd1*(H-T)*s t 0.00




tm 5.66

tm 6.29

Lx+LL+LR

Ly+LF+LB

m2

prt+prb+pLt+pLb

(sum area ped)(H-T+Ht)*2.5

t/m3

Wapp+WR+WP+WS

MyRt+MyRb+MyLt+MyLb

MxRt+MxRb+MXLt+MXLb

LxBx(H-T)sxL/2-Ws1xLx+LL-

Ws2xLx+LL-Ws3xLL-Ws4xLL

LxBx(H-T)sxB/2-Ws1xLf+Ly-Ws2xLf-Ws3xLf+Ly-Ws4xLf

m 0.90

m 1.00

L/2-X-bar m 0.00

B/2-Y-bar m 0.00

t-m 0.00

t-m 0.00

t-m 0.50

t-m 0.50

1/6(B*B*L) 1.20

1/6(L*L*B) 1.08

Mx/Zx 0.42

My/Zy 0.46

6.66

P/A+ Mx/Zx+My/Zy 7.54

P/A- Mx/Zx-My/Zy 5.78

P/A- Mx/Zx+My/Zy 6.70

P/A+ Mx/Zx-My/Zy 6.61

SBC + (H*1 OR 1.25)s 17.70

SAFE

100.00

100.00

100.00

100.00

100.00

100.00

SAFE

((prt*Lx+LL)+(prb*LX+LL)+

(pLt*LL)+(pLb*LL)+(WR)*L/2)+

(Wp1*Lx+LL)+(Wp2*Lx*LL)+

(Wp3*LL)+(Wp4*LL)+Msx/

WT

((prt*Ly+LF)+(pLT*Ly+LF)+

(pLB*LF)+(pRb*LF)+(WR)*B/2+

(Wp1*Lf+Ly)+(Wp2*Lf)+

(Wp3*Lf+Ly)+(Wp4*Ly)

+Msy)/WT

Ex*WT

Ey*WT

Mapp-x+Mex

Mapp-y+Mey

m3

m3

t/m2

t/m2

WT/A t/m2

t/m2

t/m2

t/m2

t/m2

NO TENSION

My / WT 0.0208638

Mx / WT 0.0208638

1

1.000

max(P1,P2,P3,P4) 7.54

SBC + (H*1 OR 1.25)s 17.70

SAFE

Mx t-m 0.50

t-m 23.96

48

SAFE

My t-m 0.50

t-m 21.57

43

SAFE

(H-Hw)*1*A tonne -9.00

tonne 23.96

-2.66

SAFE

X1+X2+X3+X4 tonne 0.00

0.3(Wr-Pw) tonne 9.89

#DIV/0!

SAFE

Y1+Y2+Y3+Y4 tonne 0.00

0.3(Wr-Pw) tonne 9.89

#DIV/0!

SAFE

WT x (B/2+EY)

WT x (L/2 + Ex)

Ks x tc 1.14

min of pw3/pd3 or pd3/pw3 0.33

0.5 + Beeta c 0.83

1.37

(Plt - BP*pw3*pd3)/(2pw3+2pd3)*SS mm 38.98

SAFE

1 11.304840277778 7.5365602t/m2 Hence condition is 1

t/m2t/m2

t/m2

t/m2

BP x LL X LL / 2 t-m 1.88864063

BP x LR X LR / 2 t-m 1.88864063

(BP*(L/2)*(L/2))/2 - P*Lx/2 t-m 1.88864063

BP*(LL-pw3/2-d/2) t 2.59979543

BP*(LL+pw3/2+d/2))-(P) t 1.59718374

(BP*(LR-pw1/2-d/2)) t 3.29929196

(BP*(LR+pw1/2+d/2))-(P) t 0.89768721

BP x LF X LF / 2 t-m 2.33165509

BP x LB X LB / 2 t-m 2.33165509

BP*((B/2)*(B/2)/2) - P*LY/2 t-m 2.33165509

BP*(LF-pd4/2-d/2) t 3.76562297

BP*(LF+pd4/2+d/2))-(P) t 0.89768721

(BP*(LB-pd1/2-d/2)) t 1.66713339

(BP*(LB+pd1/2+d/2))-(P) t 2.99617679

b = 1000 mm

Nmm d = 385 mm

N/mm2

0.25 √ fck

N fy = 500 N/sqmm

fck = 30 N/sqmm

NmmN

Ref IS 456Nmm [ Mu lim = 0.36 (xu, max/d) (1 - 0.42 xu, max/d ) b d2 fck ]

possible SINCE Mu lim > Mu

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

and 6.8608638756789

sqmm [Ast = 0.36 fck b xu / 0.87 fy ]

sqmmMinimum reinforcement is greater than required Ast hence provide minimum reinforcement

dia Spacing = 209.52381 mm

dia Spacing = 150 mm

AS tc is > tv

b = 1000 mm

Nmm d = 385 mm

N fy = 500 N/sqmm

fck = 30 N/sqmm

NmmN



and 6.8608638756789 [xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416





sqmm

AS tc is > tv

b = 1000 mm

Nmm d = 385 mm

N fy = 500 N/sqmm

fck = 30 N/sqmm

NmmN



and 8.4852062140256 [xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416





sqmm

AS tc is > tv

b = 1000 mm

Nmm d = 385 mm

N fy = 500 N/sqmm

fck = 30 N/sqmm

NmmN



and 8.4852062140256 [xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416





sqmm

AS tc is > tv

1

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

1

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

1

[xu = (d ± (d 2 - (4.62Mu/fckb))/2*0.416

foundation design of heavy oil cooler

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