4 LOAD CALCULATION

Pipe Load

Load Calculation for 2", 6", 12" & 16" diameter pipe (Pipe weight + Pipe filled with oil)

As per the load data obtained from the piping input, the loads for the pipes are as tabulated below:

Pipe Dia (inches)

No of Pipes

Weight of Pipe (Kg/m)

Weight of oil

(Kg/m)

Weight of

Pipe x Nos

(Kg/m)

Weight of water x

Nos (Kg/m)

Weight of water +

Weight of Pipe

(Kg/m)

Total weight (kg/m)

2" 1 7.47 2.53 7.47 2.53 10.00 10

6" 2 42.50 17.50 85 35 60.00 120

12" 1 73.80 77.20 73.8 77.2 151.00 151

16" 4 93.10 146.90 372.4 587.6 240.00 960

    216.87 244.13 538.67 702.33 461.00 1241.00

Total =1241.00 Kg/m 12.4 KN/m  

14

Fig 4.1

Fig 4.1 shows The pipe bridge is analysed using a structural software program staad pro. Analysis has been carried out on the structural model considering all loads acting over the structure. Analysed for various load combinations as per code

15

Fig 4.2 The nodes numbers of the pipe rack

16

Fig 4.3 The beam numbers of the pipe rack

17

Fig 4.4 The top plan view of the pipe rack

Fig 4.5 The view of pipe rack

18

Fig 4.6 Shows the Grid 1 and Grid 2 of the pipe rack

19

Fig 4.7 The vertical pipe load of the pipe rack

20

WIND LOAD CALCULATIONS AS PER IS 875-3

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =33.5

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =2.75

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =1+0.001*ΔS

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =1.00275

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =1

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =1

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp = 1

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp =33.592125

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp

Effective heightHe =6.4

Terrain and building factor, Sb =1.6864

Effective wind speed, Ve = Vs x Sb =56.6497596

Dynamic pressure, qs

Dynamic pressure, qs = 0.613 x Ve^2 =1.96723669605827

Size effect factor, Ca =0.94

Net pressure coefficient (Cp) is shown in the below sections =1

Width of the building, w =4.2

Height of building, h =8

Length of building, l =30.06

Wind Pressure, Pe = qs x Cp x Ca =1.85kN/sqm

21

Wind load calculation for the second frame in grid 1&2 - (X - Direction)

F= force acting in a direction specified

Cf = Force coefficient 1.7

Ae = Effective frontal area

Pd = Design wind pressure

Wind load applied over column as udl = 0.975 kN/m

Wind load applied over Beam 1 LVL as udl = 0.80 kN/m

Wind load applied over Beam 2 & 3 LVL as udl = 0.31 kN/m

Wind load applied over Bracing as nodal load (1B) = 0.81 kN

Wind load applied over Bracing as nodal load (2B) = 0.58 kN

Wind load for bracing applied as nodal load (2B) = 1.15 kN

Fig 4.8 The wind load applied on the grid 1 and 2

22

Wind Load applied in (Z - Direction) 90 Degree

Exposed Area for

Column = 0.32 x 8 x 3 = 7.68 Sqm

Beam (2-3) = 0.254 x 18.55 x 1 = 4.71 Sqm

Tie = 0.09 x 18.55 x1 = 1.67 Sqm

Truss = (0.09 x 3.06 x 8) + (.09*2*7) + (3.79*0.1*2) = 4.22 Sqm

24.42 Sqm

Total Area = 240.48 Sqm

Solidity Ratio Φ = Exposed area = 0.1015

Total Area Cf 1.9

Fig 4.9 The wind load applied in (Z-degree)

23

Wind load calculation for the frame in grid A - (Z - Direction)

Wind load applied over column = 1.090 kN/m

Wind load applied over Beam (1-2) as udl = 0.89 kN/m

Wind load applied over Tie = 0.35 kN/m

Wind load applied over Bracing as nodal load = 0.48 kN

Wind load for bracing applied as nodal load @ 2 points = 0.97 kN

Wind load for bracing applied as nodal load for stub = 0.35 kN

Fig 4.10 The wind load for the frame A in z-direction

24

Wind load calculation for the second frame in grid B - (Z - Direction)

Wind load applied over column = 1.090 kN/m

Wind load applied over Beam (1-2) as udl = 0.89 kN/m

Wind load applied over Tie = 0.35 kN/m

Wind load applied over Bracing as nodal load = 0.48 kN

Wind load for bracing applied as nodal load @ 2 points = 0.97 kN

Wind load for bracing applied as nodal load for stub = 0.35 kN

Fig 4.11 The wind load for the frame B in z-direction

25

5 DESIGN OF BASE PLATE

LOADING

Maximum compression = 360.01 KN

Maximum tension = 187.67 KN

Base Plate details

Length L = 625

Width B = 450

Concrete

Grade of concrete fck = 35 N/mm2

Permissible stress in bending comp. = 11.5 N/mm2

Permissible bearing stress = 8.75 N/mm2 Ref:- 0.25fck

Permissible bond stress in tension = 2.37 N/mm2

modular ratio = 8.116

Bolt data

Dia of bolt Φ = 27 mm

Total no of bolts N = 4 nos

Permissible Axial Stress = 240 N/mm2

Permissible shear stress = 160 N/mm2

Check for compressive stress in concrete

σc= P/(LxB)

= 360.008x1000/(625x450) = 1.920042667 < 8.75

SAFE

26

Design for tension

Maximum tension = 187.671 KN

No of bolts taking tension = 4

Tension per bolt = 70.376625 KN

Design moment M = WL/4

= 70.38x0.225/4

= 3.96 KNm

Allowable bending stress σbc = 165 N/mm2

treq = 6M/(bxσbc)

= (6x3.96x1000000)/(150x165)

= 27.06193215 mm

Design for compression

Maximum compression P = 360.008 KN

Base pressure = P/A

= 1.92 N/mm2

27

Design bending moment M = wL2/8

= 12150.27 Nmm/mm

treq = 6M/(bxσbc)

= (6x12150.27)/(1x165)

= 21.01970504 mm

Provide 30mm thick base plate.

Design of bolts subjected to shear and tension :

Input :

Actual tension in bolts T = 187.67 kN

Actual shear in bolts Fx = 46.073 kN

Fz = 68.352 kN

V = 82.43 kN

Number of bolts resisting tension Nt = 4

Number of bolts resisting shear Ns = 4

Actual tension/bolt =187.67/4 = 56.30 kN

Actual shear/bolt =82.43/4 = 30.91 kN

Diameter of bolt D = 27 mm

Number of bolts provided n = 4

Permissible tensile stress stf = 240 N/mm2

Permissible shear stress tvf = 160 N/mm2

Calculations :

Actual tensile stress = T/(n*PI()*D^2/4*0.8)

Only 80% of the bolt area taken on conservative side

stf,cal =56.3x1000(3.14/4x20^2x0.8) = 122.9 N/mm2

Actual shear stress= V/(n*PI()*D^2/4*0.8)

28

tvf,cal =30.91x1000/(3.14*27^2/4x0.8) = 67.5 N/mm2

Combined stress ratio= stf,cal/stf+ tvf,cal/tvf = 122.9/(240)+67.5/(160)

= 0.93

Allowable stress ratio = 1.4 SAFE

Calculation of embedment length :

Grade of concrete fck = 35 N/mm2

Permissible bond stress tbd = 0.4√fcu N/mm2

= 2.37 N/mm2

Refering clause 3.12.8.4 of BS 8110-1

Tension per bolt, Tb = = 56.30 kN

Embedment length req =Tb/(tbd*PI()*D*0.8) = 56.3*1000/(2.37*3.14*27*0.8) = 351 mm

Embedment length provided = 351 mm

29

6 DESIGN OF PEDESTAL

Pedestal Mark

B

x

D

Design data

Column Size

Width, B = 600 mm

Depth, D = 775 mm

cover = 40 mm

Assuming dia of bar = 16 mm

Assuming dia of link = 8 mm

fcu = 35 N/Sqmm

fy = 460 N/Sqmm

b' = 544 mm

d' = 719 mm

b' / B = = 0.907

d' / D = 0.928

30

Effective length calculation

Unsupported length, about depth = 1.80 m

Unsupported length, about width = 1.80 m

Effective length factor about depth = 2

Effective length factor about width = 2

Effective length of column about depth, Lex 2*1.8 = 3.60 m

Effective length of column about width, Lez 2*1.8 3.60 m

Forces on columns

Refer staad output of member end forces

Axial load on column, N = 360.01 kN

Force, Fx = 46.03 kN

Force, Fz = 68.35 kN

Moment about depth

Initial end moment, M2x = 123.03 kNm

Smaller initial end moment, M1x = 0.00 kNm

Moment about width

Initial end moment, M2z = 82.86 kNm

Smaller initial end moment, M1z = 0.00 kNm

Slenderness check

Slenderness about depth, Lex / D = 4.65

Slenderness about width, Lez / B = 6.00

31

Calculation of Nuz and K

Balance load, Nb = 0.25 x fcu x B x D = 4068.75 kN

Assuming ptmin = 0.4%, Asc = 0.4 x B x D / 100 = 1860 Sq

Nuz, (0.45 x fcu x Ac) +(0.95 x Asc x fy) 8136.57 kN

Reduction factor , K = (Nuz - N)/ (Nuz- Nb) = 1.912

Hence K is limited to one K = 1 (As per Cl 3.8.3.1 of BS 8110:Part 1:1997) 1

Additonal moments

About major axis = aux, K x D x (Lex/D )^2/20000.00 mm

Max = N*aux = 0.00 kNm

Mx = M2x + Max = 123.03 kNm

About minor axis = auz = K x B x (Lez/B )^2/2000 0.00 mm

Maz = N*auz = 0.00 kNm

Mz = M2z + Maz = 82.86 kNm

Ratio = N / (B x D x Fcu) = 0.022

(As per Table 3.22 of BS 8110:Part 1:1997)

Co-efficient Beta, β = 0.973455631

Mx / d' = 171117.7

Mz / b' = 152311.8

As Mx / d' >Mz/b'

Mx' = Mx + Mz x β x d' / b' = 229.64 kNm

32

Section design - Ratios for chart entry

Axial load ratio = Nratio = N / (B x D) = 0.77

For design we have considered Maximum Moment about one axis

Mz ratio = Mz' / (B x D^2) = 0.64

d'/D = 0.93

Actual Steel Percentage required, P(req) = 0.80 %

Area of Reinforcement required Ast(reqd) = 3720 Sqmm

Area of Reinfocement required Ast reqd. (for each face) = 1860 Sqmm

Since Limit state stress in reinforcing steel is taken as 0.87fy in charts

as against 0.95fy inEquation 1 of cl. 3.4.4.5,the modification in

reinforcement area calculation is taken as below

Actual Ast reqd. = 1860*0.87/0.95 =1703 Sqmm

Total area of Reinforcement = 3407 Sqmm

Total area of Reinforcement Provided

Provide 6 nos of 20 dia bars = 3768 Sqmm

6 nos of 20 dia bars Hence o.k

Ast provided in each faces 6 -16 + 6 -16 dia bars. = 3768 Sqmm

33

7 Design of Combined Foundation "F2"

LC 30

Net SBC SBCnet 106.25 kN/m2

Factor for inc in BC Fbc 1

Joint No 5 7

X

PEDESTAL MARK

Col Mark SUM 1 2 cx1

Z wrt 1 0 4.2 z z b

X wrt 1 0 0 cx2

P (kN) -84.64 360.01 Cz1 x Cz2

Mx (kNm) 0 0.00 0.00

Hz (kN) -129.053 -60.70 -68.35

Mz (kNm) 0 0.00 0.00

Hx (kN) 55.364 27.61 27.75

Pedestal Size

lZ 0.6 0.6

lX 0.775 0.78

Pped 11.04 11.04

Depth of foundation from the level of point of application of forces

dforc 1.3 1.3

Depth of foundation below ground level (FGL)

Depth of foundation below Natural Ground Level (NGL)

34

Unit Weight of soil

Projections of Footing (from centreline of column)

LHS Cz1 1.725

RHS Cz2 1.725

Bottom Cx1 1

Top Cx2 1

Length of footing l 7.650 m

Width of footing b 2.000 m

Depth of footing d 0.350 m

Calculations :

Col Mark SUM 1 2

xcor 1.725 5.925

ycor 1 1

Axial Load including weight of Pedestal

( Pconc = P + Pped )

Pconc 297 -73.59 371.05

Moment at base of foundation due to Horizontal Forces

(Mxh = Hz * dforc ) (Mzh = Hx * dforc )

Mxh -167.7689 -78.9113 -88.8576

Mzh 71.97 35.8943 36.0789

Moments due to Conc. Moments & Horizontal Forces

(Myc = My + Myh ) (Mxc = Mx + Mxh )

Mxc -168 -78.9113 -88.8576

Mzc 72 35.8943 36.0789

35

Gross SBC SBCg=Fbc * SBCnet + gs * dfngl= 125.25 kN/m2 126k N/m2

Total Axial Load incl wt of pedestal (∑Pconc ) ∑P 297.4595 kN

Area of foundation ( Provided ) A l * b 15.3 m2

Load due to soil Psoil gs*(df - d)*(A - S(lx*ly)) 177.47 kN

Weight of foundation Fbase A*d*25 133.875 kN

Total Vertical Load Pv SP + Psoil + Fbase 608.80 kN

CG of load system from bottom left corner of footing Moments due to ∑concS(∑conc Xcor) 2071.534988 S(Pconc Zcor)

297.4595

External Moments ∑Mxm 0 ∑Mzm 0

Moment due to Horizontal Forces ∑Mxh 167.7689 ∑Mzh 71.97

Moment due to Soil & Raft(Psoil+Fbase)*l/2 1190.89 (Psoil+Fbase)*b/2311.3445

0

Total Moment ∑Mx 3430.20 ∑Mz680.7772

Horizontal Forces ∑Hz -129.053 ∑Hx 55.364

Longitudinal direction ( Z - dir )

zcgcor SMx / Pv 5.634

Eccentricity along Z Dir from CG of Raft ex zcgcor-l/2 1.809

ez 1.809 > l / 6 1.275

36

Transverse direction ( X - dir )

CG from bottom edge xcgcor SMz / Pv 1.118

Eccentricity along X Dir from CG of Raft ex ycgcor-b/2 0.118

ex 0.118 < b / 6 0.333

ez / l 0.237 m

ex / b 0.059 m

Mx = Pv * ez

=608.8*1.81 = 1101.52 kNm

Mz =Pv * ex

=608.8*0.12 = 71.97 kNm

fmax Pv/A + 6*Mx/(b*l^2) + 6*Mz/(l*b^2)

= 608.8/15.3+6*1101.52/(2*7.65^2)+6*71.97/(7.65*2^2)

fmax 110.37 kN/m2 < Gross SBC 126 Safe

fmin 608.8/15.3-6*1101.52/(2*7.65^2)-6*71.97/(7.65*2^2)

fmin -30.79 kN/m2 LOC 21.811 %

Redistributed Pressure

ez / l = 0.237

ex / b = 0.059

From Tengs Chart Coeff (K) = 3.027

37

Max P= KQ/BL = 3.02694942934839 X 608.804 / 7.65 X 2

= 120.4456811 OK

Design Pressure

Along Z - Direction

fzmax =Pv/A*(1+6*ABS(ez/l)) =608.8/15.3x(1+6x0.237)

fzmax 100.678 kN/m2 220.7401143

fzmin =Pv/A*(1-6*ABS(ez/l)) = 608.8/15.3x(1-6x0.237) -61.57566987 fzmin 0.000 kN/m2

Along X - Direction

fxmax =Pv/A*(1+6*ABS(ex/b)) =608.8/15.3x(1+6x0.059)

fxmax 53.90 kN/m2

fxmin =Pv/A*(1-6*ABS(ex/b)) =608.8/15.3x(1-6x0.059)

fxmin 25.68 kN/m2

Pressure Along Z - Direction

LHS fzl 0.00 kN/m2

RHS fzr 100.68 kN/m2

Pressure Along X - Direction

38

Top fxt 53.90 kN/m2

Bottom fxb 25.68 kN/m2

Check For Overturning

R.M O.M

3262.43 Mx 167.7689 Mx

608.804 Mz 71.9732 Mz

Along X 19.45 Ok

Along Z 8.46 Ok

Check For Sliding

Restoring Force= 243.5216 KN

Sliding Force

55.364 Along X 4.398555018 Ok

129.053Along Z 1.886989067 Ok

39

Load calculations for combined Footing

Length of the footing = 7650 mm

Breadth of the footing b = 2000 mm

Depth of the footing D = 350 mm

Pressure from analysis

qmax = 110.37 kN/m²

qmin = -30.79 kN/m²

Uniformly distributed load

Self wt. of Fdn. 2.0 x 0.35 x 25 = 17.500 kN/m

Wt. of soil filling 23.20 kN/m

Total 40.699 kN/m

40

40.699 kN/m

Total downward force

40.699 x 7.7 + 0.00 + 0.00 311.345 kN

Max B.M= 160 kNm 152.817

Max S.F= 180 kN 174.061

SF

41

Design of Footing - X Direction ( Designed as cantilever)

Basic Data:

Concrete grade M30 fck = 30 N/mm²

Steel grade Fe415 fy = 415 N/mm²

Load factor ld= 1.5

Section Data:

Projection of footing from col. face l = 1000 mm

Breadth of the footing b = 1000 mm

Depth of the footing D = 350 mm

Clear cover to reinf. d' = 75 mm

Dia of bar used f = 12 mm

Load data:

Maximum pressure fmax= 53.90 kN/m2

Maximum Bending Moment M = 26.95 kN-m

Total moment M = 26.95 kN-m

Reinforcement:

Factored Bending Moment Mu = 40.43 kN-m

Eff. depth of footing d =350 - 75 - 12/2 = 269mm

Mu/bd²= 40.43x 10^6/(1000 x 269²) = 0.559

% of Reinforcement required ptr = 0.16

Minimum % of steel required pmin = 0.13

\ pt = 0.16

42

Area of steel required Ast = 425.6 mm²/m

Required spacing 12mm dia bars @ 266 mm c/c

Provide 12mm dia bars @ 200 mm c/c

Provided Area of steel Astp = 565.5 mm²/m

Design of Strap Beam

Dimensions

B= 600 mm

D= 750 mm

fck= 30 N/mm2

fy= 415 N/mm2

Maximum Bending moment KN-M = 160.00

Factored Bending Moment, Mu KN-M = 240.00

Effective depth of footing, d = 665.00

Shear Force V KN = 180.00

Factored Shear Force, Fu KN = 270.00

Mu/bd2, R = 0.90

% of reinforcement required (Refer BS8110-3 1985 Chart no 9 : pg 17) = 0.25

Min .% of reinforcement required = 0.20

Cover = 75.00

Dia of bar = 20.00

Area of cross section of bar = 314.29

Area of steel required ,As = 999.67

Provide number of bar dia required = 4.18

Hence, number of dia of bar provided = 6

43

Area of steel provided, As = 1885.71 0.47

CHECK FOR SHEAR

Factored Shear Force, Fu KN = 270.00

Nominal shear stress, tv N/mm2 = 0.68

B =7.370365484

Allowable Shear Stress =0.4852N/mm2

Provide shear reinforcement Vu - = 76.42

2 Legged Provide 10mm bar at = 200.00

Provide 10 mm @ 200.00 mm c/c

44

8 Design of Combined Foundation "F3"

Load Case LC 22

Net SBC SBCnet 106.25 kN/m2

Factor for inc in BC Fbc 1

Joint No 9 11

PEDESTAL MARK

Col Mark SUM 1 2

Z wrt 1 0 4.2

X wrt 1 0 0

P (kN) -30.26 295.35

Mx (kNm) 0 0.00 0.00

Hz (kN) -96.994 48.41 -48.59

Mz (kNm) 0 0.00 0.00

Hx (kN) -55.795 -27.55-28.25

Pedestal Size

lZ 0.6 0.6

lX 0.775 0.775

Pped 16.86 16.86

Depth of foundation from the level of point of application of forces

dforc 1.8 1.8

Depth of foundation below ground level (FGL)

Depth of foundation below Natural Ground Level (NGL)

Unit Weight of soil

45

Projections of Footing (from centreline of column)

LHS Cz1 0.9

RHS Cz2 0.9

Bottom Cx1 1.25

Top Cx2 1.25

Length of footing l 6.000 m

Width of footing b 2.500 m

Depth of footing d 0.350 m

Calculations :

Col Mark SUM 1 2

xcor 0.9 5.1

ycor 1.25 1.25

Axial Load including weight of Pedestal

Pconc 299 -13.41 312.21

Moment at base of foundation due to Horizontal Forces

Mxh -174.5892 -87.1344 -87.4548

Mzh -100.43 -49.581 -50.85

Moments due to Conc. Moments & Horizontal Forces(Myc = My + Myh ) (Mxc = Mx + Mxh )

Mxc -175 -87.1344 -87.4548

Mzc -100 -49.581 -50.85

Gross SBC SBCg=Fbc * SBCnet + gs * dfngl= 134.75 kN/m2 135 kN/m2

46

Total Axial Load incl wt of pedestal ( ∑Pconc ) ∑P 298.8005 kN

Area of foundation ( Provided ) A l * b 15 m2

Load due to soil Psoil gs*(df - d)*(A - ∑(lx*ly)) 307.43 kN

Weight of foundation Fbase A*d*25 131.25 kN

Total Vertical Load Pv ∑P + Psoil + Fbase 737.48 kN

CG of load system from bottom left corner of footing

Moments due to Pconc ∑ (Pconc Xcor) 1580.1909 ∑(Pconc Zcor) 373.500625

External Moments ∑Mxm ∑Mzm 0

Moment due to Horizontal Forces ∑Mxh 174.5892 ∑Mzh -100.43

Moment due to Soil & Raft ∑ (Psoil+Fbase)*l/2 1316.04(Psoil+Fbase)*b/2 548.349375

0

Total Moment ∑Mx 3070.82 ∑Mz 821.419

Horizontal Forces ∑Hz -96.994 ∑Hx -55.795

Horizontal Forces ∑Hz -96.994 ∑Hx -55.795

Horizontal Forces ∑Hz -96.994 ∑Hx -55.79

Horizontal Forces ∑Hz -96.994 ∑Hx -55.795

Longitudinal direction ( Z - dir )

zcgcor SMx / Pv 4.164

Eccentricity along Z Dir from CG of Raft ex zcgcor-l/2 ez 1.164 >l / 6 1.000

47

Transverse direction ( X - dir )

CG from bottom edge xcgcor ∑Mz / Pv 1.114

Eccentricity along X Dir from CG of Raft ex ycgcor-b/2 0.136

ex 0.136 < b / 6 0.417

ez / l 0.194 m

ex / b 0.054 m

Mx = Pv * ez

=737.48*1.16 = 858.38 kNm

Mz =Pv * ex

=737.48*0.14 = 100.43 kNm

fmax Pv/A + 6*Mx/(b*l^2) + 6*Mz/(l*b^2)

= 737.48/15+6*858.38/(2.5*6^2)+6*100.43/(6*2.5^2)

fmax 122.46 kN/m2 < Gross SBC 135 Safe

fmin 737.48/15-6*858.38/(2.5*6^2)-6*100.43/(6*2.5^2)

fmin -24.13 kN/m2 LOC 16.460 %

Redistributed Pressure

ez / l = 0.194

ex / b = 0.054

48

From Tengs Chart Coeff (K = 2.56794252 2.5767

Max P= KQ/BL = 2.56794251983484 X 737.48 / 6 X

= 126.25375 OK

Design Pressure

Along Z - Direction

fzmax =Pv/A*(1+6*ABS(ez/l)) =737.5/15x(1+6x0.194)

fzmax 107.110 kN/m2 244.9190667

fzmin =Pv/A*(1-6*ABS(ez/l)) =737.5/15x(1-6x0.194)-48.25773333

fzmin 0.000 kN/m2

Along X - Direction

fxmax =Pv/A*(1+6*ABS(ex/b)) =737.5/15x(1+6x0.054)

fxmax 65.23 kN/m2

fxmin =Pv/A*(1-6*ABS(ex/b)) =737.5/15x(1-6x0.054)

fxmin 33.10 kN/m2

Pressure Along Z - Direction

LHS fzl 0.00 kN/m2

RHS fzr 107.11 kN/m2

Pressure Along X - Direction

Top fxt 33.10 kN/m2

49

Bottom fxb 65.23 kN/m2

Check For Overturning

R.M O.M

2896.23 Mx 174.5892 Mx

921.85 Mz 100.431 Mz

Along X 16.59 Ok

Along Z 9.18 Ok

Check For Sliding

Restoring Force= 294.992 KN

Sliding Force

55.795 Along X 5.287068734 Ok

96.994 Along Z 3.041342763 Ok

Load calculations for combined Footing

Length of the footing l = 6000 mm

Breadth of the footing b = 2500 mm

Depth of the footing D = 350 mm

Pressure from analysis

qmax = 122.46 kN/m²

qmin = -24.13 kN/m²

50

LOADING

Uniformly distributed load

Self wt. of Fdn. 2.5 x 0.35 x 25 = 21.875 kN/m

Wt. of soil filling 51.24 kN/m

Total 73.113 kN/m

73.113 kN/m

Total downward force

73.113 x 6.0 + 0.00 + 0.00 438.680 kN

51

BM

Max B.M= 130 kNm 126.595

Max S.F= 150 kN 149.884

SF

Design of Footing - Z Direction ( Designed as cantilever)

Basic Data:

Concrete grade M30 fck = 30 N/mm²

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Steel grade Fe415 fy = 415 N/mm²

Load factor ld= 1.5

Section Data:

Projection of footing from col. face l= 1250 mm

Breadth of the footing b= 1000 mm

Depth of the footing D= 350 mm

Clear cover to reinf. d'= 75 mm

Dia of bar used f = 12 mm

Load data:

Maximum pressure fmax= 65.23 kN/m2

Maximum Bending Moment M = 50.96 kN-m

Total moment M = 50.96 kN-m

Reinforcement:

Factored Bending Moment Mu = 76.45 kN-m

Eff. depth of footing d =350 - 75 - 12/2 =269mm Mu/bd² = 76.45x 10^6/(1000 x 269²) =1.056

% of Reinforcement required ptr =0.31

Minimum % of steel required pmin = 0.13

\ pt = 0.31

Area of steel required Ast =821.8 mm²/m

Required spacing 12mm dia bars @ 138 mm c/c

Provide 12mm dia bars @125mm c/c

Provided Area of steel Astp = 904.8 mm²/m

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0 126.25375

2.5 8.01

85.45932963

98.18245899

Moment =41.90260613-11.38176563 =30.52084051

M/bd2 =0.632678663

Pt= 0.18 0.31

Ast= 821.8482124

Spacing= 137.5436465

Shear Soil

Vu= 66.60144501 18.1611 48.44034501

Tv= 0.270113448

B= 11.40125568

Tc= 0.40274325 OK

Design of Strap Beam

Dimensions

B = 600 mm

D = 750 mm

Fck = 30 N/mm2

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fy = 415 N/mm2

Maximum Bending moment KN-M = 130.00

Factored Bending Moment, Mu KN-M = 195.00

Effective depth of footing, d = 665.00

Shear Force V KN = 150.00

Factored Shear Force, Fu KN = 225.00

Mu/bd2, R = 0.73

% of reinforcement required = 0.20

Min .% of reinforcement required = 0.20

Cover = 75.00

Dia of bar = 20.00

Area of cross section of bar = 314.29

Area of steel required ,As = 812.22

Provide number of bar dia required = 3.58

Hence, number of dia of bar provided = 6

Area of steel provided, As = 1885.71 0.47

CHECK FOR SHEAR

Factored Shear Force, Fu KN = 225.00

Nominal shear stress, tv N/mm2 = 0.56

B = 7.370365484

Allowable Shear Stress = 0.4852 N/mm2

Provide shear reinforcement Vu - = 31.42

2 Legged Provide 10mm bar at = 200.00

Provide 10 mm @ 200.00 mm c/c

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