EPTMETSO DATE

PROJECT KOHINOOR EVAPS 08/05/23

Doc.NO P0073930 REV

SUBJECT Wind load caculation of Vertical Vessel A

REFERENCES DESIGN CALCULATION

WIND LOAD CALCULATIONSGENERAL DATALocation ASSAM

Fig1 of IS:875-1987 Design Wind Load = 50 m/secTable 1of IS:875-1987 Risk Coefficient K1 = 1.08Cl5.3.3of IS:875-1987 Topography factor K3 = 1.00Cl 5.3 of IS:875-1987 Design of Wind Speed = m/secCl 5.4 of IS:875-1987 Design Wind Pressure =

Sl .No.

1 10 0.98 52.92 1.682 13.2 1.0056 54.30 1.773 13.55 1.0084 54.45 1.784 15 1.02 55.08 1.825 20 1.05 56.70 1.936 25.6 1.078 58.21 2.03

Height of the Structure from G.L h = 25.6 mBottom dia of stack = 3 mTop dia. of stack = 2.6 m

(h/w) = 8.534

Force CoefficientsCategory: As per Table 23 of IS 875 Part 3Building height Ratio Lies At 5 TO 10

2.6meter

3 meter7.3

Calculation of Static Wind load

=Where,

- static wind load acting at the midpoint of Kth zone, in N- static wind pressure at the midpoint of Kth zone, in Pa:- height of Kth zone strip, in meters,- external diameter of stack of Kth zone, in meters taking into account stackes.

C - shape factor for chimney which may be taken as 0.7 for cross section,

Vz Vb k1 k2 k3

Pd 0.6*Vz2 N/m2

Ht. From G.L (m)

Terrain Factor K2

Vz (m/s)

Pd KN/m2

d1

d2

Building Height Ratio Cf

Cl 8.2.3 of IS 6533 (Part 2) : 1989 Pst, K C.qk .hk dk

Pst, K

qk

hk

dk

EPTMETSO DATE

PROJECT KOHINOOR EVAPS 08/05/23

Doc.NO P0073930 REV

SUBJECT Wind load caculation of Vertical Vessel A

REFERENCES DESIGN CALCULATION

C(m) (m) (KN)

1 2.7 3 1.68 0.87 11.842 3.2 3 1.77 0.87 14.783 0.35 2.8 1.78 0.87 1.524 1.45 2.6 1.82 0.87 5.975 5 2.6 1.93 0.87 21.826 5.6 2.6 2.03 0.87 25.75

Total horizantal load 81.68

Load distribution

S.NOP6

P1 11.84 8.65 102.4263 P5P2 14.78 11.6 171.4106P3 1.52 13.375 20.2882 P4P4 5.97 14.275 85.22673P5 21.82 17.5 381.7843 P3P6 25.75 22.8 587.2077

81.68 1348.344 P2

P1Horizontal force due to wind per column = 40.84 KNMoment due to wind per column = 674.17 KN-M G.L

Col to Col distance = 2.12 meter

Uplift or down ward load = 318.0 KN

hk dk qk Pst, K

(m2)

FORCE KN

DISTANCE M

BM KN-M

EPTMETSO DATE

PROJECT KOHINOOR EVAPS 08/05/23

Doc.NO P0073930 REV

SUBJECT Wind load caculation of Vertical Vessel A

REFERENCES DESIGN CALCULATION

EPTBGR ENERGY SYSTEMS LTDPOWER PROJECTS DIVISION

METSO08 May 2023

KOHINOOR EVAPSP00073930 Rev.0

ReferenceSEISMIC LOAD (SL) 2.6

EVALUATION OF BASE SHEAR BY SEISMIC COEFFICIENT METHOD AS PER IS - 1893, PART IV - 2005

12.7

7

Input Data:-D - Base shell diameter = 3.000 meter 0.

35

t - Base shell thickness = 10 mm

5.9

h - total height of stack = 19.020 meter

Z- Zone factor = 0.360 3I - Factor for importance of structure = 1.500

R- Response reduction factor = 4.000

Wt - Wt, of shell 55.2 M.T = 552 KN

Table 6 of IS1893 p4 - Co-efficient depending on the slednerness ratio = 36.675

- Modulus of elasticity of material = 200000000 KN/m2

A - Area of c/s at the base of the stack = 0.723 m2

T =Wt * h

Where,

T = fundatmental natural time period for stack

= coefficient depending on the slenderness ratio of the structure given table 6

= total wt, of structure including weight of lining and contents abvoe the base,

h = height of structure above the base,

= modulus of elasiticy of material of structural shell,

A = area of c/s at the base of structural shell,

for cicular sections, A=P2rt, where, r is the mean radius of strucral shell

and t its thickness and

g =

T- Fundamental natural period = 0.100 sec

Page16 of IS1893 P1 Sa/g is determined for medium soil sites as per the formula given below

Sa/g = 1+ 15 T , where T, 0.00 <=T<=0.10

Sa/g = 2.5 , where T, 0.10 <=T<=0.55

Sa/g = 1.36 / T , where T 0.55 <=T<=4.00

where T = fundatmental natural time period of structure

Sa/g, spectral acceleration coefficient along X - Direction = 2.500

DESIGN SPECTRUM i.e Design Horizontal Seismic Coefficient,

=Z

XI

XSa

Cl. 8.3.2 Part 4 2 R g

= 0.169

Cl. 17.1 of Part 4 V =

M =

Where,

= coefficient of shear force depending on slenderness ratio k given in Table 6

= 1.238

= design horizontal seismic coefficient

= 0.169

= total weight of shell including weight of lining and contents above the base

= 552

= distribution factors for shear and moment respectivbely at a distance X from the top

as given in Table 10.

V = 115.34 KN

M = 1771.71 KN-M

Horizontal force due to wind per column = 57.67 KNMoment due to wind per column = 885.86 KN-MColumn center to center = 2.12 meter

Uplift or downward load per column 417.86 KN

CT

ES

Cl. 14.1 of IS1893 Pt 4 - 2005 CT

ES * A * g

CT

Wt

Es

acceleration due to gravity, 9.81 m/s2

Ah

Ah

Cv .Ah.Wt .Dv

Ah.Wt .h.Dm

Cv

Ah

Wt

Dv & Dv

EPTMETSO DATE 28/12/11

PROJECTDoc.NO REV A

SUBJECTREFERENCES DESIGN CALCULATION

Length,l = 550

Input

Wid

th, b

= 5

50

From STTAD output Max. Bending Moment 272400 kg-cmFrom STTAD output Maximum Uplift force 1536.43 kgFrom STTAD output Maximum Shear 1484 kg

Base plate length, l 550 mmBase plate width, b 550 mm a c khBolt center to center,c 400 mmBolt projection, a 75 mm hGrade of Concrete, 25

60No. of bolt in width side 3 Nos.Bolt Type A307

Taking moment about anchor bolt, 1/2 x 60 x K x (47.5)^2 x 550 (1-K/3) + 1536.43 x 20 = 272400K = 0.066Kh = 3.153

Tension, T 6739 kg

2246 kgLimiting stress in steel bolts 945

FDN BOLT DIAMETERArea of fdn bolt requried, Ast = 2.38

= 1.7 cm

= 3.9 cm O.K

BASE PLATE THICKNESSThk. of base plate = 1.71 cm

Provide base plate thk. = 42 mm O.K

FDN BOLT LENGTH

Table 21 of IS:456 = 9

Length of bolt required ,

1.18 cmProvide the length of bolt = 400 mm

sbc

sbc = kg/cm2

\ Tension of bolt 0.5 x sbc * kh * b * + T

Tension per bolt, Tb

kg/cm2

cm2

Dia. of bolt requried, db

Provided dia.of bolt db

Bond Stress, fs kg/cm2

Tb = p x d x lb x fs

lb =

EPTMETSO DATE :

PROJECT KOHINOOR EVAPS 28-Dec-11DOC P0073930 REVSUBJECT LOADING DATA FOR COLUMNS A

LOAD CASEFx Fy Fz Mx MzkN kN kN Kn-m kN-m

A1

DEAD LOAD 0.04 146.05 0.04 0.03 -0.02LIVE LOAD 0 378.50 0 0 0WIND LOAD ALONG X-DIRECTION -24.72 -120.44 0 0 45.27WIND LOAD ALONG Z-DIRECTION 0 -131.64 -24.71 -33.40 0SEISMIC LOAD ALONG X-DIRECTION -28.86 -140.58 0 0 52.84SEISMIC LOAD ALONG Z-DIRECTION 0 -153.64 -28.84 -38.99 0

A2

DEAD LOAD -0.04 146.05 0.04 0.03 0.02LIVE LOAD 0 378.50 0 0 0WIND LOAD ALONG X-DIRECTION -24.69 120.44 0 0 45.26WIND LOAD ALONG Z-DIRECTION 0 -131.64 -24.71 -33.40 0SEISMIC LOAD ALONG X-DIRECTION -28.82 140.58 0 0 52.82SEISMIC LOAD ALONG Z-DIRECTION 0 -153.64 -28.84 -38.99 0

B1

DEAD LOAD 0.04 146.05 -0.04 -0.03 -0.02LIVE LOAD 0 378.50 0 0 0WIND LOAD ALONG X-DIRECTION -24.72 -120.44 0 0 45.27WIND LOAD ALONG Z-DIRECTION 0 131.64 -24.70 -33.40 0SEISMIC LOAD ALONG X-DIRECTION -28.86 -140.58 0 0 52.84SEISMIC LOAD ALONG Z-DIRECTION 0 153.64 -28.83 -38.98 0

B2

DEAD LOAD -0.04 146.05 -0.04 -0.03 0.02LIVE LOAD 0 378.50 0 0 0WIND LOAD ALONG X-DIRECTION -24.69 120.44 0 0 45.26WIND LOAD ALONG Z-DIRECTION 0 131.64 -24.70 -33.40 0SEISMIC LOAD ALONG X-DIRECTION -28.82 140.58 0 0 52.82SEISMIC LOAD ALONG Z-DIRECTION 0 153.64 -28.83 -38.98 0

1 2120 mm 2

A

2120 mm

B

Cloumn Mark

550 x 550 mm x 4 - 32 mm dia. Anchor bolts32Thick Base Plate

40055

0

400

550