Presentation Thesis 2007

ANALYSIS AND DESIGN OF LARGE SIZE ELEVATED COMPARTMENTAL WATER TANK MAJOR PROJECT

Guide

Prof. G.N. Patel

By

Chirag N. Patel (06 MCL 011)

FLOW OF PRESENTATION §INTRODUCTION §OBJECTIVE OF STUDY §LITERATURE REVIEW § § § §

SCOPE OF WORK HYDRODYNAMIC PRESSURE CALCULATION DYNAMIC ANALYSIS

ANALYSIS & DESIGN OF TANK, - CONTAINER - STAGING - FOUNDATION § CONCLUSION § REFERENCES 2

INTRODUCTION §Water is a prime importance for life. §For storing water and its distribution, Water tanks are largely used. § For supplying water at the longer distance sufficient head of water is

required so that for achieving the required head, Elevated tanks are used.

§Liquid storage tanks are commonly used,

- In industries for storing chemicals, petroleum products, etc. - In public water distribution systems.

§As per such special requirements,

- To store more than two types of liquid. - Extra storage to make live supply during maintenance work or cleaning purpose.

§ So, rather than construct two or more storage tanks it is quite economical to construct large size storage tank with two or multi compartments.

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OBJECTIVE OF STUDY § § The mainthe objective of the some study isoftothe understand the behaviour of During earthquake tanks failed. Up till now the multi compartmental during earthquake how hydrostatic effect of watertank is been considered, butand during to consider hydrodynamic the hydrodynamic seismic earthquakes effectpressure of waterforplays an analysis, importantvarious role. parameters affecting it and how to take care of those parameters so as to achieve safety as well as economy. § Moreover, Indian seismic code IS 1893:1984 has not been revised since so long and draft code is recently circulated. § The final isobjective is to for analyse and design large storage But there no provision consideration of hydrodynamic effect capacity elevated liquid compartmental water tank with different on compartmental storage tanks. § configurations and Carry out Parametric study of different container andscenario staging configuration of tanks. § Looking today’s of infrastructure growth there is need arising to construct compartmental liquid storage tanks for general purpose. also there is no much work is presented for the same. 4

LITERATURE REVIEW § Yu Tang et A al. simplified procedure for Design computing thevariation dynamic IITK-GSDMA Guidelines for Seismic of Liquid Storage S.C.Dutta Authors aims to estimate the range of of § §

§ §§ § §

response of lateral flexible tanks containing two under a lateral Tanks Provisions with commentary and explanatory examples. torsional to natural period ratio forliquids usually constructed base motion of arbitrary temporary is proposed. It reinforced concrete elevated water variation tanks with frame-type requires theassessing input ground acceleration inis the rigid form tank Sajjad Sameer et al. of In their this torsional paper procedure proposed for staging for vulnerability. Closed solutions to be by acceleration function analysis of tank. The shear inpseudo thestiffness columns expressions for replaced torsional andthe lateral of are tankobtained staging corresponding the fundamental mode ofelement vibration of the assuming ittois proportional to the distance of thesoftware. column are derivedthat and verified by standard finite tank-liquid system. This procedure is into an extension of from bending axis of thesimple staging and taking account Closed form expressions for moments and shear forcesthe the method for under the evaluation of response quantities for shift in inflection point in the end panels dueunder to the flexibility of columns andused beams torsion and that lateral force flexible tanks with one liquid. The effect of of the soilgirders. rest of the forces are the computed by these using are alsoThe derived. Itonly isunknown also seen with help structure the response quantities can taken equationsinteraction of the and of by assuming thebe location expressions thatstatic theonequilibrium frame staging these tanks normally into the impulsive component response of theaccount. points ofOnly inflection. The method proposed gives good designed for seismic lateral force, may yield by of formation of quantities are considered proposed approach, since results ifhinges staging consists in of the columns spaced overof the plastic simultaneously in all equally columns instead in convective component can be by considering both periphery. The axial force in computed columns and design-bending beams. the tank and its supporting mediumby to the be rigid. moment in bracings are obtained proposed method, by the finite element procedure and by the normal convectional method (stiffness matrix method) and than comparison is done. 5

SCOPE OF WORK An attempt has been made to analyse and design large storage capacity elevated compartmental water tank with different configurations. Also make parametric study for rectangular and circular shape compartmental tank.

§ Try to understand actual behaviour of the multi compartmental tank §

during earthquakeand how to consider the hydrodynamic pressure for seismic analysis.

§ Analysis and design of multi compartmental rectangular and circular §

tank of different container configuration with reference of IS 1893 (Part-2) draft.

§ Perform Dynamic Analysis of compartmental tanks and compare it §

with the draft code.

§ Carry out Parametric study of compartmental tank with different container and staging configuration .

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Kc/2 hi

mc

Kc/2

mi

hc

mc Kc mi + ms

hs mi + ms

Spring mass model

mc

Ks Ks

(a)

Two degree of freedom system

+

Kc

(b) Two uncoupled single degree of freedom systems

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Resultant of impulsive pressure on wall

(Impulsive Mode) h *i hi

Resultant of convective pressure on wall

(Convective Mode) hc

h*c

8

ONE COMPARTMENT

TWO COMPARTMENT

THREE COMPARTMENT

RECTANGULAR

CIRCULAR 9

As per Draft Code 1893 (II)

PLAN

10

RECTANGULAR TANK Required Capacity Length (m) Width of Tank (m3) 1000

17.70

11.70

(m) Height

5.20

(m) Actual Capacity of Tank (m3) 1077

W = 5 . 70 m

W = 11 . 70 m

W = 5 . 70 m L = 17 . 70 m

L = 17 . 70 m W 2 = 5 . 70 m W 1 = 5 . 70 m L1 = 11 . 70 m

L2 = 5 . 70 m

11

CIRCULAR TANK Required Capacity Diameter of Tank (m3) (m)

Height

1000

5.20

16.50

(m) Actual Capacity of Tank (m3) 1047

D1 = 16 . 70 m

D = 16 . 50 m

D2 = 11 . 70 m D3 = 12 . 70 m

D 1 = 16 . 70 m

D2 = 8.0

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Other data assumed for the example is as shown below. •Shape of container •Capacity of tank •Type / Height of staging •Shape of column •Width of brace •Depth of brace

:Rectangular & Circular :1000 m3 :Trestle / 15 m :Circular :300 mm :500 mm

•Diameter of column

:350 mm

•Depth of foundation

:3.0 m

•Soil Type

:Soft Soil

•Grade of concrete

:M 25

•Grade of steel

:Fe 415

•Permissible compressive stress in concrete •Permissible compressive stress in steel •Zone

:6 N/mm2

:150 N/mm2

: IV 13

Impulsive Mode Base Shear

( )(

Convective Mode

)

( )( )

V = A m g hc c c

V = A m +m g hi i s i V = V2 + V 2 i c

Base Moment

( )

M = A m  h * + h  + m h  g h i  i  i s s cg  i

M

M

c

( h )c mc hc* + hs g

= A

= M 2 +M 2 i c 14

RECTANGULAR TANK No. of

Compartment Base Shear (V)

kN Base Moment (M)

One

890.62

16995.33

Two

909.44

17283.78

Three

993.38

19195.92

kNm

CIRCULAR TANK No. of

Compartment Base Shear (V)

kNBase Moment (M)

One

818.14

15091.38

Two

866.81

16340.75

Three

911.23

17204.92

kNm

15

BASE SHEAR

10.34% 0%

0%

2.07%

5.61%

10.21%

16

BASE MOMENT

0%

0%

1.66%

7.64%

11.46%

12.28%

17

L

mi mc

L

mi mc

==

L1

L2

mi mc

m i = m

 

tanh 0.866 0.866

L h

L  h

) ( )( V = ( A ) (m )g hc c c

V = A m +m g hi i s i

m +m i s T = 2Π i K s T = c

m c K c

DYNAMIC ANALYSIS §TIME PERIOD §BASE SHEAR

Comparison Between,

§IS 1893 (Part-2) Draft code §SAP 2000 Software Results

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DYNAMIC ANALYSIS

Convective mass Impulsive mass

20

DYNAMIC ANALYSIS RESULTS

21

CIRCULAR TANK

22

RECTANGULAR TANK

23

ANALYSIS & DESIGN OF CONTAINER

Rectangular

Circular

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ANALYSIS & DESIGN OF CONTAINER

STAADPRO 2007

25

ANALYSIS & DESIGN OF CONTAINER

STAADPRO 2007

26

ANALYSIS & DESIGN OF CONTAINER

STAADPRO 2007

27

ANALYSIS & DESIGN OF CONTAINER

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ANALYSIS & DESIGN OF CONTAINER Design Summary for container wall (Rectangular Tank) Roof slab Thickness

170 mm

Reinforcement along X-direction

10 mm @ 220 mm c/c with alternate bent up

Reinforcement along Y-direction

10 mm @ 220 mm c/c with alternate bent up

Extra top bars @ support

10 mm @ 400 mm c/c

Container wall Thickness

300 mm

Main Reinforcement

20 mm @ 150 mm c/c on both the face

Dist. Reinforcement

12 mm @ 160 mm c/c on both the face

Bottom slab Thickness

300 mm

Main Reinforcement

12 mm @ 100 mm c/c with alternate bent up

Dist. Reinforcement

12 mm @ 100 mm c/c with alternate bent up

Extra top bars @ support

10 mm @ 320 mm c/c

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ANALYSIS & DESIGN OF CONTAINER Reinforcement details for Rectangular tank container

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ANALYSIS & DESIGN OF CONTAINER Design Summary for container wall (Circular Tank) Roof slab Thickness

200 mm

Radial Reinforcement

10 mm @ 160 mm c/c

Circumferential Reinforcement

10 mm @ 160 mm c/c

Extra top bars @ end support

10 mm @ 200 mm c/c

Container wall Thickness

300 mm

Reinforcement (Circular)

12 mm @ 160 mm c/c on both the face

Reinforcement (Vertical)

12 mm @ 180-140 mm c/c on both the face

Bottom slab Thickness

200 mm

Radial Reinforcement

10 mm @ 200 mm c/c

Circumferential Reinforcement

10 mm @ 200 mm c/c

Extra top bars @ end support

10 mm @ 400 mm c/c

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ANALYSIS & DESIGN OF CONTAINER Reinforcement details for Circular tank container

32

ANALYSIS & DESIGN OF STAGING

33

Frame G

Frame F

Frame E

Frame D

Frame C

Fram eA

Frame B

STAGING MODEL ( RECTANGULAR TANK )

3

3

3

3

3

3

m

m

m

m

m

m

C 2 9

C 3 0

C 3 1

C 3 2

C 3 3

C 3 4

C 3 5

C 2 2

C 2 3

C 2 4

C 2 5

C 2 6

C 2 7

C 2 8

C 1 5

C 1 6

C 1 7

C 1 8

C 1 9

C 2 0

C 2 1

C 8

C 9

C 1 0

C 1 1

C 1 2

C 1 3

C 1 4

m

C 1

C 2

C 3

C 4

C 5

C 6

C 7

m

3 m 3 m 3

3

Frame 5 Frame 4 Frame 3 Frame 2 Fram e1

Geometry of Staging Pattern 34

STIFFNESS OF STAGING

P Stiffness K = Δ

P

STAADPRO 2007

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APPLICATION OF WIND LOAD As per IS 875 (Part-3) Draft

STAADPRO 2007

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LOADING ON STAGING FOR ANALYSIS

(a) Horizontal base shear

STAADPRO 2007

(b) Vertical load

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TORSIONAL ANALYSIS OF STAGING

W2 = 5.70 m

e

W1 = 5.70 m

L1 = 11.70 m

L2 = 5.70 m

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Application of Direct Loading for Staging Analysis

817 . 46 kN

STAADPRO 2007

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STAGING DISPLACEMENT Due to Loading Eccentricity

. Eq

EL ± 0.3EL x y − EL ± 0.3EL x y

Rotation

Tension

m Co

ion s es r p

40

Design Summary For Staging Column & Brace

Column Diameter of column

350 mm

Main Reinforcement in column

8-25#

Lateral ties in column

12mm @ 200 c/c

Brace Size of brace

300 mm x 400 mm

Bars at top and bottom for Bending moment

3-20#

Shear reinforcement @ mid span

10mm 2L @ 150 c/c

Shear reinforcement @ support span

10mm 2L @ 120 c/c

41

Structural Detailing for Staging Column & Brace

Structural detailing for Column

Structural detailing for Brace

Structural detailing for column - brace junction

42

TANK FOUNDATION

X

P1

X

P2

43

Design Summary For Foundation Rectangular Tank foundation Reinforcement for raft slab

12mm @ 240c/c both way

Circular Tank foundation Outer diameter of raft slab

21.3 m

Soil pressure

160 kN/m2

Overhang portion ‘x’ for raft slab

2.0 m

Depth of raft slab

450 mm

Reinforcement for raft slab

25mm @ 240c/c as radial and 20mm @ 250c/c as Circumferential

Depth of raft beam

1200 mm

Reinforcements of raft beam



3-32 at top and bottom for torsion. 3-32 at support and 5-32 at mid for negative and positive bending moment.  2-16 as side reinforcement  12mm @ 140 c/c shear stirrups 

44

Structural Detailing for Foundation (Rectangular Tank)

45

Structural Detailing for Foundation (Circular Tank)

Structural details for Raft Beam of circular tank foundation

46

Structural Detailing for Foundation (Circular Tank)

47

PARAMETRIC STUDY §RECTANGULAR TANK Comparison Between,

§Staging with 35 No. of Column §Staging with 29 No. of Column §CIRCULAR TANK Comparison Between,

§Staging with 25 No. of Column §Staging with 19 No. of Column 48

PARAMETRIC STUDY 18.00 m

12.00 m

STAGING GEOMETRY (RECTANGULAR TANK – 35 COLUMNS) 49

PARAMETRIC STUDY 18.00 m

12.00 m

STAGING GEOMETRY (RECTANGULAR TANK – 29 COLUMNS) 50

PARAMETRIC STUDY

Steel quantity of staging for Rectangular Tanks 51

PARAMETRIC STUDY

Concrete quantity of staging for Rectangular Tanks 52

PARAMETRIC STUDY 17.00 m

STAGING GEOMETRY (CIRCULAR TANK – 25 COLUMNS)

53

PARAMETRIC STUDY 17.00 m

STAGING GEOMETRY (CIRCULAR TANK – 19 COLUMNS)

54

PARAMETRIC STUDY

Steel quantity of staging for Circular Tanks 55

PARAMETRIC STUDY

Concrete quantity of staging for Circular Tanks 56

CONCLUSIONS § §The major portion of water is in impulsive mode and play effective role in increment of base shear and moment.

§As per draft code, the time period for impulsive mode of vibration is

much less than that of convective one. As a result horizontal seismic coefficient, base shear, and base moment for impulsive mode are more than convective mode. These results are different when software is used.

§The sloshing effect observed during earthquakes is due to convective mass .

§The total hydrodynamic pressure is raging between 1.5 % to 2.5 % of hydrostatic pressure. Also, by providing compartments in tanks there is no more than 1.5% increment in base shear and moment has been observed.

§Torsional moment of staging has greater influence on seismic quantities, for elevated rectangular compartmental water tank.

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FUTURE SCOPE OF WORK The same type of study considering different capacity and shape of tank. Different types of foundation can be studied to give different end conditions. One can also study the effect of container compartments on different type of staging configuration. Dynamic analysis of compartmental tank with soil structure interaction. It can also be studied for shaft type staging and a comparison can be made for economy and suitability with bracing type staging. It can also be studied using steel precast staging and compared with the present study.  It can also be studied by providing base isolation.

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PAPER COMMUNICATED •

Chirag N. Patel and G.N.Patel, “Seismic Analysis of Elevated Tank with Multiple Compartments As Per IS: 1893 Draft Code (Part-2)”, National Seminar on Recent Trends in Geotechnical and Structural Engineering (RTGSE-2007), Jaipur, 22-23 December 2007.

•

Chirag N. Patel and G.N.Patel, “Dynamic Analysis of Elevated Tank with Multiple Compartments using FEM with SAP 2000 As Per IS: 1893 Draft Code (Part-2)”, National Conference on Infrastructure Development in Civil Engineering.(IDCE-2008), Hamirpur, 16-17 May 2008.

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REFERENCES •IITK-GSDMA Guidelines for Seismic Design of Liquid Storage Tanks Provisions with commentary and explanatory examples. •IS 11682:1985, “Criteria for Design of RCC Staging for Overhead Water Tanks”, Bureau of Indian Standards, New Delhi. •IS 3370 (part-1) Draft, “Code of Practice for Concrete Structures for the Storage of Liquid – General requirements”, Bureau of Indian Standards, New Delhi. •IS 1893:1984, “Criteria for Earthquake Resistant Design of Structures”, Bureau of Indian Standards, New Delhi. •IS 875 (part-3): “Wind loads on Buildings and Structures, -Proposed Draft and Commentary”, IITK-GSDMA. •IS 456:2000, “Plain and Reinforced Concrete, - Code of Practice”, Bureau of Indian Standards, New Delhi. •IS 875 (part-3):1987, “Code of Practice for Design Loads (other than earthquake) for Buildings and Structures, - wind load”, Bureau of Indian Standards, New Delhi. •IS 1893 (part-1):2002, “Criteria for Earthquake Resistant Design of Structures, - General Provisions and Buildings”, Bureau of Indian Standards, New Delhi. 60

REFERENCES An Explanatory Handbook on IS 875 (part 3), Wind loads on Buildings and Structures, IITK-GSDMA. Jain,O.P., Prakash Ananad, Singh K.K., & Saxena S.P.," Estimation Of Materials And Cost Of Optimum Design Of Intze Tanks", Indian Concrete Journal, June, 1979. Jain, O.P. & K.K Singh, "Computer Analysis of Intze Tanks ", Indian Concrete Journal, August, 1977. Jain L.K. & Choube O.M.," Rapid Method of Estimating Deflections Of Tower Of Overhead Tanks "Indian Concrete Journal, Oct-1980. P.Dayaratnam, Design of Reinforced Concrete Structures Vol-2, Ninth Edition, Oxford & IBH Publications, 2004. Jai Krishna and O.P.Jain, Plain and Reinforced Concrete Structures Vol-2, Fifth Edition, New chand & Bros., 2003. S.Ramamrutham and R.Narayan, Design of Reinforced Concrete Structures, Twelfth Edition, Dhanpat Rai & Sons, 2004. Jain A.K., "Reinforced Concrete Limited State Design", Nem Chand & bros rookie, 2002 Yu Tang, “Dynamic Response of Tank containing two liquids”, Journal of Engineering Mechanics, ASCE, March-1993, Vol-125,No. 3 Pg-531. • 61

THANK YOU ALL 62