mill bay analysis r0

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TAMIL NADU ELECTRICITY BOARD

NORTH CHENNAI THERMAL POWER STATION

(STAGE-II 2X600 MW UNIT 1 & 2)

MILL & BUNKER BUILDING(LOAD CALCULATION)

DOCUMENT No. PE-DC-307-616-C001REVISION 0

PROJECT ENGINEERING MANAGEMENT

BHARAT HEAVY ELECTRICALS LIMITEDNOIDA


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-SD- R DSOUZA SACHIN ANIL

PROJECT ENGINEERING MANAGEMENT(CIVIL ENGINEERING DEPARTMENT)

CALCULATION SUMMARY SHEET

PROJECT TITLE NORTH CHENNAI THERMAL POWER PROJECT

JOB NO. 307 DOCUMENT NO. PE-DC-307-616-C001

BUILDING/SYSTEM MILL & BUNKER BUILDING SHT 1 OF 32

SUBJECT LOAD CALCULATIONS

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TABLE OF CONTENT

GENERAL ......................................................................................................................... 3

SCOPE ............................................................................................................................... 3

REFERENCES .................................................................................................................. 3

DESCRIPTION OF BUNKER HOUSE STRUCTURE ............................................... 4

ANALYSIS METHODOLOGY ...................................................................................... 5

LOAD CALCULATIONS ................................................................................................ 9

DEADLOAD.................................................................................................................. 9LIVELOAD......................................................................................................................

EQUIPMENTLOAD ................................................................................................... 12

WINDLOADS ............................................................................................................. 14

SEISMICLOAD ........................................................................................................... 23TEMPERATURELOAD..................................................................................................


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GENERAL

This document covers the load establishment and analysis of Mill & Bunkerbay structure for 2x600MW North Chennai thermal power plant.

SCOPE

This document contains the following

Structural framing and bracing arrangement of Mill & Bunker structure

Method of analysis and design basis

Load cases and Load combinations considered

Load establishment calculations for 3-Dimensional analysis of Bunkerstructure

REFERENCES

The following codes, standards and drawings have been referred

a) IS:875(1987) part 1 Dead loads

b) IS:875(1987) part 2 Imposed loads

c) IS:875(1987) part 3 Wind loads

d) IS:875(1987) part 5 Load combinations

e) IS:1893(2002) Criteria for Earthquake resistant design of structures

f) IS:800(1984) Code of practice for general construction in steel

g) SP:6 ISI Hand book for structural engineers- structural steel sections

h) IS:2062 1992 Steel for general structural purposes


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DESCRIPTION OF BUNKER HOUSE STRUCTURE

Bunker building is of structural steel structure with moment connected framing

system and bracing in the transverse and longitudinal direction.

The structrure consists of 5 bays of 9.7m in the longitudinal direction. Span in

transverse direction is 12.50m.

Longitudinal Grids are named as M and N

D 9.7m E 9.7m F 9.7m G 9.7m H 9.7m JN

X 13.20m

M

Z

On Left side of Bunker i.e. grid NL & ML, there are five mills while on right

side i.e NR & MR, there are 4 mills. The left side frame NL & ML is

analysed and applied for 4 mills side MR & NR also by deleting one bayfrom G to H and keeping same nos. of bracings etc. on conservative side.

Kindly refer drawing for framing arrangemnet attached alongwith.

Floors :

Mill maintenance Floor is provided at El 4.581

Bunker Supporting Floor framing is at El 31.934 (T.O.S)

Total 5 No Bunkers are Housed in each Bunker House .Storage Capacity of Each Bunker is 1350 tonnes .

Following are the R.C.C Floors

Feeder Floor at El 22.515Tripper Floor at El 59.300

Roof at El 68.890 (Approximate level)

Cladding of permanent colour coated sandwiched insulated metal claddingsystem is provided from Tripper floor (EL 59.300 m) level to roof (EL 68.890 m).

No cladding is provided from ground level upto Tripper floor.Thickness of structural RCC floor taken as 150 mm , with an additional 50 mm

floor finish .


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STRUCTURAL FRAMING ARRANGEMENT

Framing arrangement for the Bunker building is Moment connected and Braced

in the transverse direction and bracing in longitudinal direction .

ANALYSIS METHODOLOGY

A Three dimensional analysis is carried out using STAAD-PRO. A three

dimensonal mathematical model is created using beam members and plateelements .Plate elements are used to simulate rigid diaphragm action of floor

slab. The structural steel main frame in the longitudianal direction is analysed

and designed as axially braced structure with all the applied forces resisted

through axial tension or compression.

Bottom of column is considered fixed at base plate level which is considered tobe at EL (-)1.300M for all columns.

Two plane longitudinal bracing are considered up-to Bunker Supporting level(

EL 31.934) on M & N rows.

X-Direction is taken along Transverse Frames

( M towards N is taken as Positive X- Direction )

Z- Direction is taken along Longitudinal Frame( D towards J is taken as Positive Z- Direction )

Y Axis is taken positive Vertically Upwards.


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LOAD CASES

The various load cases considered are as follows:

SL

NO.

LOAD CASE

1. Dead Load DL

2. Live Load LL

3. Equipment Load ( including pipe and cable load ) EQPT

4. Seismic Longitudinal along Z-dir SLZ

5. Seismic Longitudinal along X-dir SLX

6. Wind Transverse Load in X-Dir WX+

7. Wind Transverse Load in negative X-Dir WX-

8. Wind Longitudinal Load in Z-Dir WZ+

9. Wind Longitudinal Load in negative Z-Dir WZ-

10. Temperature Load TL

DEAD LOAD ( LOAD CASE 1)

Load Case 1 This Case includes weight of all members modelled in

STAAD , and calculated by the Program. Basically it includes total weight of

all Columns , Main Beams . Longitudinal Beams and Bracing Members.This includes self weight of structural elements, dead load due to floor/roof

slab, finishes, secondary beams( which are not modelled in staad) , parapet

wall load, cladding, grating, dead weight of various equipment , Bunker etc


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LIVE LOAD ( LOAD CASE 2)

Live load due to Mill Maintenance Platform is considered under this case.

Various live loads considered for calculation of loads on Main Frame Beams are asfollows ;(Refer live load as per Technical Specification)

Feeder Floor = 20 kN/sqm

Tripper Floor = 20 kN/sqm

Tripper Roof = 1.5 kN/sqm where there is no equipment and 5KN/m2 at equipmentlocations

EQT LOAD ( LOAD CASE 3 )

This includes loading due to Various Equipments on tripeer floor, Fuel Pipeloads , Bunker stored Material load , Monorail Loads , Pipe rack load along

N row etc . These loads are deemed to be part of SIDL i.e. alongwith deadload and is similarly teated in all loading combinations.

SEISMIC LOAD ( LOAD CASE 4 & 5)

The structure is designed for earthquake effects considering Seismic zone

III of IS:1893-Part-4, with an importance factor of 1.750

Following load cases are considered for horizontal seismic forces in twoorthogonal directions

All Dead Loads and Equipment Loads alongwith Live loads are lumped asmasses to generate maximum seismic loads

Load case 8 Seismic load in X directionLoad case 9 Seismic load in Z direction

All lateral resisting elemnst are modelled and and response spectrumanalysis is acrried as per IS:1893 Part-4 (For industrial structures)


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WIND LOAD ( LOAD CASE 6 TO 9)

Wind force on the structure is considered as per the provisions of IS: 875-

1987 (part 3). Thebasic wind speed of 50 m/sec at a height of 10m above

the ground level is considered.

Following cases are considered for wind acting along transverse framedirection

Load case 4 Wind acting in +ve X direction

Load case 5 Wind acting in -ve X direction

Following cases are considered for wind acting along longitudinal frame

direction

Load case 6 Wind acting in +ve Z directionLoad case 7 Wind acting in -ve Z direction

TEMPERATURE LOAD( LOAD CASE 10 )

The structure is analysed for ambient temperature variation. The temperature

variation considered is 2/3 of average maximum annual variation in

temperature. The average maximum annual variation in temperature is taken as

difference between the mean of daily minimum temperature during the coldestmonth of the year and mean of daily maximum temperature during the hottest

month of the year. The structure is designed to withstand thermal stresses dueto 50 % of the temperature variation.

From Specification:-

Mean of daily maximum temp during the hottest month = 40.0oc

Mean of daily minimum temp during the coldest month = 22.0oc

2/3 of average maximum annual variation = c= 12)0.220.40(3

2

Design temperature variation = 50% of 12oc = 6oc


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LOAD CALCULATIONS

The detailed load calculations for various load cases mentioned above are as below.

DEAD LOAD

Self weight of the structural elements are defined through built in facility of STAADprogram.

Dead load calculation on floor slab

Common data for floor slab

Dead load due to 150mm thick floor slab. = 0.15 x 25 = 3.75kN/m2

Dead load due to 50mm thick floor finish .. = 0.05 x 24 = 1.20 kN/m2

Self weight of secondary beams ( assumed).. = 1.0 kN/m2

Dead load per m2 of floor slab area ..(3.75+1.20+1.0) = 5.95kN/m2

UDL on inner main beam of feeder/tripper floor=0.595*9.7=5.78T/m

UDL on outer main beam of feeder/tripper floor=5.78/2=2.89 T/m

DL due to projected floor slab=1.25*0.595*9.7=7.21T on each column at

feeder/tripper floor level.

Moment due to projected floor slab along longitudinal direction=7.21*0.625=4.5T-m

on each column

Moment due to projected floor slab along transverse

direction=1.25*0.595*7.5*0.625=3.5T-m

Common data for roof slab

Dead load due to 150mm thick roof slab = 0.15 x 25 = 3.75kN/m2

Dead load due to screed and Water-Proofing . = 2.00kN/m2

Self weight of secondary beams ( assumed).. = 1.00 kN/m2

Dead load per m2 of roof slab area (3.75+2.00+1.0) = 6.75 kN/m2

Say 7.50 kN/m2

Parapet

150mm thick and 900mm high parapet wall..0.15x0.9x25= 3.375 kN/m

=0.3375T/m

UDL on inner main beam of roof slab due to DL =0.75*9.7=7.28T/m

UDL on outer main beam of roof slab due to DL=7.28/2=3.64T/m

DL due to projected roof slab and parapet wall=1.25*0.75*9.7+0.3375*9.7=12.38T on

each column at roof level.

Moment due to projected roof slab and parapet wall along longitudinal direction on

inner columns=9.1*0.625+3.28*1.25=10T-m and outer columns=10/2=5T-m


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Moment due to projected roof slab and parapet wall along transversedirection=1.25*0.75*7.5*0.625+0.3375*7.5*1.25=7.6 T-m

Platforms at EL. 4.581m

Self Weight of Grating = 0.6 kN/m2 , Beams = 0.75 kN/m2

Total dead load = 0.6+0.75 = 1.35 kN/m2 =0.135T/m2

Wt. Of gratings on inner column=0.135*9.7*2=2.7T

Wt. Of gratings on outer column=2.7/2=1.35T

DL of duct and floor=1T along N grid at node D & J and 2T at nodes E,F,G&H.

DL of interconnecting plateform load=8T along N grid at node D&F @ 3 levels viz.,

Tripper floor, feeder floor and mill platform.

Metal Sheet cladding

Weight of Sheet cladding . = 0.15 kN/m2

Runners = 0.30 kN/m2

Dead load per m2 of sheeting (0.15+0.30) = 0.45 kN/m2

Say 0.50 kN/m2

=0.05T/m2

Wt. Of sheeting per metre height=0.05*9.7=0.485=0.5T/m2

Wt. Of sheeting on each column=0.5*12=6T

Moment along longitudinal direction on inner column=6*1.25=7.5T- m

Moment along longitudinal direction on outer column=7.5/2=3.75T- m

Moment along transverse direction on outer column=0.05*7.5*12*1.25=6T- m

Bunker Dead Load

Self Weight of Each Bunker including wt of concrete lining = 180 tonnes

No of Support Points = 6

Load at Each Support = 180 / 6 = 30 tonnes = 300 kN

This Load is applied as combination of Joint and Member Loads , based on the

point of application of Load.

Dead Load due to Conveyor Gallery

Conveyor Gallery is assumed to be supported on Brackets from Columns on Grid-J,The supporting beam is taken at a distance of 700mm from Grid-J

Dead load at each Support Point = 15 tonnes

Moment on each column = 15*0.70 = 10.5T-m

This load is applied as joint load on each column of Grid-J at tripper floor level.


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LIVE LOAD

Roof Slab

UDL on inner main beam of roof slab due to LL=0.5*9.7=5T/mUDL on outer main beam of roof slab due to LL=5/2=2.5T/m

LL on each column due to projected roof slab=0.5*9.7*1.25=6T

Moment due to projected roof slab along longitudinal direction=6*0.625=3.75T- m on each

column

Moment due to projected roof slab along transverse direction=0.5*7.5*0.625

=2.4T- mFeeder/Tripper floor slab

UDL on inner main beam of floor slab due to LL=2*9.7=19.4T/m

UDL on outer main beam of floor slab due to LL=19.4/2=9.7T/mLL on each column due to projected floor slab=2*9.7*1.25=24.25T

Moment due to projected floor slab along longitudinal direction=24.25*0.625=15.2T- m

on each column

Moment due to projected floor slab along transverse direction=2*7.5*0.625=9.4T- m

Platform EL.4.58m

LL on inner column at the level of gratings=0.5*9.7*2=9.7=10TLL on outer column at the level of gratings=10/2=5T

LL of duct and floor=2T along N grid at node D & J and 4T at nodes E,F,G&H.

LL of interconnecting plateform load=10T along N grid at node D&F @ 3 levelsviz., Tripper floor, feeder floor and mill platform

Monorail Load

At EL 13.000

Capacity of Two Nos Underslung Crane = 14 tonnesAdd 10 % Crab weight , and 25 % Impact

Max Load on each Main Beam = 1.1 x 14.00 x 1.25 = 19.25T say 20T

At Tripper Roof :

3t Monorail is required in between Grid-D and Grid-E.

Load on each beam = 1.5 tAdd 10 % Crab weight , and 25 % Impact

Max Load on each Main frame Beam = 1.65 x 10 x 1.25 = 20.62 kN say 30 KN


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EQUIPMENT LOAD

Load due to Conveyor Gallery from TP to Bunker Building

Conveyor Gallery is assumed to be supported on Brackets from Columns on Grid-J,

The supporting beam is taken at a distance of 700 mm from Grid-J

Equipment load at each Support Point = 20 tonnesMoment on column = 20*.7 = 14T-m

This load is applied as joint load on each column of Grid-J at tripper floor level.

Bunker Material Load

Total bulk wt. of coal in bunker = 900 T

Maximum wt. Of coal in bunker= 1.5*900=1350T

No of Support Points = 6

Load at ecah Point = 1350 / 6 = 225T

FuelPiping Load

Fuel pipe load along grid-N= 6T at node E, 25T at node F, 29Tat node G , 36T

at node H and 26T at node J.

Duct Load

Duct load along grid-N=15T at node D&E, 14T at nodes F & G, 12T at node H and

11T at node J.

Tripper Load

This load is applied as concentrated load on each tripper girder assuming that wheellies exactly on that girder, contribution of other wheels has been taken proportionally.

Total equipment load on each girder = 15.5*2=31 T

Live load considered = 2T/m2

Load on each Grid = 2*9.7=19.4T/m

Load on each column = 19.4*6.25= 121.3 T > 31T.

Feeder Load

Total Load =2*(4.5+3.5+2)=20T


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Load on outer column= 0.5*20/2=5TLoad on inner column=2*5=10T

Load due to Bag Fil ters P1, P2, P3, P4

DL of pedestal = 2*(6.71+7.414+0.583)=29.414T

Wt. Of duct support = 3*0.4=1.2TStatic Fan Load=1.475T

Dynamic fan Load= 2TFan support Load=2T

Total Load=29.414+1.2+1.475+2+2=36T

Applied as UDL on 12.5 m girder E, F,G&H, so UDL = *36/12.5 = 1.5T/m


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WIND LOADS

GENERAL WIND LOAD CALCULATIONS:

Wind Load Analysis is done as per Gust Factor Method (Clause 8.0 of IS :875-(Part-3)

1987 , page 49) .

a) Gust Wind Calculation

Calculation of Gust Factor , for Wind in Transverse Direction ( X-Dir)

Ref Clause 8.0 of IS :875-(Part-3) 1987 , page 49.Basic Wind Speed Vb = 50 m/s

k1 = 1.08 , k3 = 1.0

Fz = CfAepz GCalculation Of Gust Factor :

G = 1 + gf r B[ (1+)2 + SE / ]

From fig-8 , IS :875-(Part-3) 1987 , page 50 ,

For Category-2 , and h = 70 m , gf r = 1.05 & L(h) = 1500

From page-52 , IS :875-(Part-3) 1987

Cy = 10 , Cz = 12

For Wind in Transverse Direction , b = 5 * 9.7 = 48.5 m

Cyb

= Cz h , = 10 x 48.5 / 12 x 70 = 0.577

= 0.577

Cz h 12 x 70

= = 0.56

L(h) 1500


For = 0.577 & Czh / L(h) = 0.56 , B = 0.65

fo = Natural Frequency = 0.422 ( Ref Staad Output )


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Fo = Cz fo h / Vh

Vh = Vb k1 k2 k3

From Table-33 , IS :875-(Part-3) 1987 , page 49 ,

For h = 70 m , k2 = 0.88 ,Vh = 50 * 1.08 * 0.88 * 1 = 47.52 m/s

Fo = 12 *0.422* 71 / 47.52 = 7.46

For Fo = 7.46 and = 0.577 ,


Size Reduction Factor , S = 0.14

fo L(h) / Vh = 0.422 * 1500 / 47.52 = 13.321


For fo L(h) / Vh = 13.321 , E = 0.09

= 0.010 For Welded Structures ( Table-34 ) IS: 875 (Patr-3)-1987 = 0 for Category-2 , as per page 50 of IS :875-(Part-3) 1987

G = 1 + gf r B[ (1+)2 + SE / ]

G = 1 + 1.05 0.65 + 0.14 * 0.09 / 0.010

G = 1 + 1.451 = 2.451

Say G = 2.451 , for Wind in Transverse Direction


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Height(m) k2 vz pz pz*G

10 0.67 36.18 0.079 0.1925

15 0.72 38.88 0.091 0.2223

20 0.75 40.5 0.098 0.2412

30 0.79 42.66 0.109 0.2676

40 0.82 44.28 0.118 0.288450 0.85 45.9 0.126 0.3098

60 0.865 46.71 0.131 0.3209

70 0.88 47.52 0.135 0.3321

CLAD PORTION (EL 60 to 70)

pz T/sqm 0.326

h m 70

b m 48.5

a m 13.2

h/b 1.44

a/b 0.27Cf 1.15

S(spacing of columns) m 9.70

udl on edge column T/m 2.01

udl on inner column T/m 3.642

UNCLAD PORTION EXCLUDING BUNKER

EL. 50 to 60m

pz T/sqm 0.315

Solidity ratio for column and bracings 0.200

Cf for flat members 1.8

udl on front outer column T/m 0.551udl on front inner column T/m 1.101

Solidity ratio for bunker at this level 0.853

Effective Solidity ratio for bunker at this level 0.5

Total effective solidity ratio at this level 0.700

frame spacing ratio 0.278

shielding factor 0.300

udl on rear outer column T/m 0.165

udl on rear inner column T/m 0.330

EL. 40 to 50m

pz T/sqm 0.299

udl on front outer column T/m 0.522udl on front inner column T/m 1.044



EL. 30 to 40m

pz T/sqm 0.278

udl on front outer column T/m 0.485

udl on front inner column T/m 0.971


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EL. 15 to 30mpz T/sqm 0.232udl on front outer column T/m 0.405

udl on front inner column T/m 0.809Solidity ratio for column and bracings 0.200shielding factor 0.800



EL. 0 to 15m

pz T/sqm 0.207

udl on front outer column T/m 0.362

udl on front inner column T/m 0.724



BUNKER

EL 50 to 60m

pz T/sqm 0.315

Length of bunker m 9.4

Dia. of bunker m 8.276

frontal area of bunker sqm 77.794

shielding factor for bunker 0.8

Cf 0.800

wind load on bunker T 15.701this load is applied at two plan bracing levels and at each level, no of points of load application isfour.

Load at each points T 1.963Load on column at top bracing level at outer col. T 1.963

Load on column at top bracing level at inner col. T 3.925

EL 40 to 48m

pz T/sqm 0.299





Cf 0.800

wind load on bunker T 12.674

this load is applied at two plan bracing levels and at each level, no of points of load application isfour.

Load at each points T 1.584

Load on column at bracing level EL 48m at outer col. T 3.547

Load on column at bracing level EL 48m at inner col. T 7.094

EL 32 to 40m

pz T/sqm 0.278



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Cf 0.800

wind load on bunker T 11.780this load is applied at two plan bracing levels and at each level, no of points of load application is

four.Load at each points T 1.472





Calculation of Gust Factor , for Wind in Longitudinal Direction ( Z-Dir )

Ref Clause 8.0 of IS :875-(Part-3) 1987 , page 49.

Basic Wind Speed Vb = 50 m/s

k1 = 1.08 , k3 = 1.0

Fz = CfAe pz G

Calculation Of Gust Factor :

G = 1 + gf r B[ (1+)2 + SE / ]


For Category-2 , and h = 70 m , gf r = 1.05 & L(h) = 1500From page-52 , IS :875-(Part-3) 1987

Cy = 10 , Cz = 12

For Wind in Longitudinal Direction , b = 13.2 m

Cyb

= Cz h , = 10 x 13.2 / 12 x 70= 0.157

= 0.157

Cz h 12 x 70

= = 0.56L(h) 1500


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From fig-9 , IS :875-(Part-3) 1987 , page 50,

For = 0.157 & Czh / L(h) = 0.56 , B = 0.75

fo = Natural Frequency = 0.422

Fo = Cz fo h / Vh

Vh = Vb k1 k2 k3

From Table-33 , IS :875-(Part-3) 1987 , page 49 ,

For h = 70 m , k2 = 0.88 ,Vh = 50 * 1.08 * 0.88 * 1 = 47.52 m/s

Fo = 12 *0..422 * 70 / 47.52 = 7.672

For Fo = 7.672 and =0.157,


Size Reduction Factor , S = 0.24

fo L(h) / Vh = 0.422 * 1500 / 47.52 = 13.70


For fo L(h) / Vh = 13.70 , E = 0.09

= 0.010 For Welded Structures ( Table-34 ) = 0 for Category-2 , as per page 50 of IS :875-(Part-3) 1987

G = 1 + gf r B[ (1+)2 + SE / ]

G = 1 + 1.05 0.75 + 0.24 * 0.09 / 0.010

G = 1 + 1.791 = 2.791

Say G = 2.791 , for Wind in Longitudinal Direction


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Height(m) k2 vz pz pz*G

10 0.67 36.18 0.079 0.219

15 0.72 38.88 0.091 0.253

20 0.75 40.5 0.098 0.275

30 0.79 42.66 0.109 0.305

40 0.82 44.28 0.118 0.328

50 0.85 45.9 0.126 0.353

60 0.865 46.71 0.131 0.365

70 0.88 47.52 0.135 0.378

CLAD PORTION (EL 60 to 70)

pz T/sqm 0.372

h m 70

b m 13.2

a m 48.5

h/b 5.303

a/b 3.674

Cf 1.1

udl on column T/m 2.904

UNCLAD PORTION EXCLUDING BUNKER

EL 50 to 60m

pz T/sqm 0.359



udl on front column T/m 1.037

Solidity ratio for bunker at this level 0.627

Effective Solidity ratio for bunker at this level 0.450

Total effective solidity ratio at this level 0.700



udl on rear column T/m 0.467

EL 40 to 50

pz T/sqm 0.341





EL 30 to 40m

pz T/sqm 0.317






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EL 15 to 30m

pz T/sqm 0.264





shielding factor 0.800udl on rear column T/m 0.610

EL 0 to 15m

pz T/sqm 0.236







BUNKEREL 48 to 57.4m

pz T/sqm 0.359




shielding factor for frontal bunker 0.75

Cf 0.8

wind load on front bunker T 16.7620this load is applied at two plan bracing levels and at each level, no. of points of load

application is four.


Load on front column at top bracing level T 2.095Load on column next to the front column at top bracing level T 3.352

Solidity ratio for bunker 0.627

Effective Solidity ratio for bunker 0.450

Effective Solidity ratio for inner bunker 0.700


shielding factor for inner bunker 0.450

wind load on rear bunker T 10.057


Load at rest column at top bracing level except last column T 2.514

Load at last column at top level T 1.257

EL 40 to 48mpz T/sqm 0.341





Cf 0.800

wind load on front bunker T 13.530

this load is applied at two plan bracing levels and at each level, no of points of load application is four.


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Load on front column at bracing level EL 48m T 3.787

Load on column next to the front column at level EL 48m T 6.058




wind load on rear bunker T 8.118Load at each points T 1.015

Load at rest column at bracing level EL. 48m except last column T 4.544

Load at last column at EL.48m T 2.272

EL 32 to 40m

pz T/sqm 0.317





Cf 0.800

wind load on front bunker T 12.576this load is applied at two plan bracing levels and at each level, no of points of load application is four.


Load on front column at bracing level EL 40m T 3.263





wind load on rear bunker T 7.545


Load at rest column at bracing level EL. 40m except last column T 3.916


Load on front column at level EL.32m T 1.572


Load at rest column at bracing level EL.32m except last column T 1.886



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SEISMIC LOAD

GENERAL SEISMIC LOAD CALCULATION:

Seismic Zone : Zone IIIAs per IS:1893-2002 ,

Seismic zone factor Z = 0.16Importance factor I = 1.75

Transverse Frame

Response reduction factor R=5.00

Acceleration factor = 0.275

Longitudinal Frame

Response reduction factor R=4.00

Acceleration factor = 0.3434

mill bay analysis r0

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