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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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01
111
-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
From fig-9 , IS :875-(Part-3) 1987 , page 50 ,
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 ,
From fig-10 , IS :875-(Part-3) 1987 , page 51 ,
Size Reduction Factor , S = 0.14
fo L(h) / Vh = 0.422 * 1500 / 47.52 = 13.321
From fig-11 , IS :875-(Part-3) 1987 , page 52 ,
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
udl on rear outer column T/m 0.157
udl on rear inner column T/m 0.313
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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udl on rear outer column T/m 0.146
udl on rear inner column T/m 0.291
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
udl on rear outer column T/m 0.324
udl on rear inner column T/m 0.647
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
udl on rear outer column T/m 0.290
udl on rear inner column T/m 0.579
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
Length of bunker m 8.000
Dia. of bunker m 8.276
frontal area of bunker sqm 66.208
shielding factor for bunker 0.800
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
Length of bunker m 8.000
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Dia. of bunker m 8.276
frontal area of bunker sqm 66.208
shielding factor for bunker 0.800
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
Load on column at bracing level EL 40m at outer col. T 3.057
Load on column at bracing level EL 40m at inner col. T 6.113
Load on column at bracing level EL 32m at outer col. T 1.472
Load on column at bracing level EL 32m at inner col. T 2.945
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 / ]
From fig-8 , IS :875-(Part-3) 1987 , page 50 ,
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,
From fig-10 , IS :875-(Part-3) 1987 , page 51 ,
Size Reduction Factor , S = 0.24
fo L(h) / Vh = 0.422 * 1500 / 47.52 = 13.70
From fig-11 , IS :875-(Part-3) 1987 , page 52 ,
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
Solidity ratio for column and bracings 0.25
Cf for flat members 1.75
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
frame spacing ratio 0.735
shielding factor 0.45
udl on rear column T/m 0.467
EL 40 to 50
pz T/sqm 0.341
Solidity ratio for column and bracings 0.250
Cf for flat members 1.750
udl on front column T/m 0.983
udl on rear column T/m 0.443
EL 30 to 40m
pz T/sqm 0.317
Solidity ratio for column and bracings 0.250
Cf for flat members 1.750
udl on front column T/m 0.914
udl on rear column T/m 0.411
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EL 15 to 30m
pz T/sqm 0.264
Solidity ratio for column and bracings 0.250
Cf for flat members 1.750
udl on front column T/m 0.762
frame spacing ratio 0.735
shielding factor 0.800udl on rear column T/m 0.610
EL 0 to 15m
pz T/sqm 0.236
Solidity ratio for column and bracings 0.250
Cf for flat members 1.750
udl on front column T/m 0.682
frame spacing ratio 0.735
shielding factor 0.800
udl on rear column T/m 0.546
BUNKEREL 48 to 57.4m
pz T/sqm 0.359
Length of bunker m 9.400
Dia. of bunker m 8.276
frontal area of bunker sqm 77.794
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 at each points T 2.095
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
frame spacing ratio 0.735
shielding factor for inner bunker 0.450
wind load on rear bunker T 10.057
Load at each points T 1.257
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
Length of bunker m 8.000
Dia. of bunker m 8.276
frontal area of bunker sqm 66.208
shielding factor for frontal bunker 0.750
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 at each points T 1.691
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
Effective Solidity ratio for inner bunker 0.700
frame spacing ratio 0.735
shielding factor for inner bunker 0.450
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
Length of bunker m 8.000
Dia. of bunker m 8.276
frontal area of bunker sqm 66.208
shielding factor for frontal bunker 0.750
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 at each points T 1.572
Load on front column at bracing level EL 40m T 3.263
Load on column next to the front column at level EL 40m T 5.221
Effective Solidity ratio for inner bunker 0.700
frame spacing ratio 0.735
shielding factor for inner bunker 0.450
wind load on rear bunker T 7.545
Load at each points T 0.943
Load at rest column at bracing level EL. 40m except last column T 3.916
Load at last column at EL.40m T 1.958
Load on front column at level EL.32m T 1.572
Load on column next to the front column at level EL 32m T 2.515
Load at rest column at bracing level EL.32m except last column T 1.886
Load at last column at EL.32m T 0.943
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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