analysis and design of underground metro station · analysis and design of underground metro...

ANALYSIS AND DESIGN OF UNDERGROUND METRO STATION

K.Anitha1, M.Santhiya

2

Assistant Professor1,2

,Department of Civil Engineering 1,2

BIST, BIHER, Bharath University

Sri Sairam Engineering College2

,Chennai.

[email protected] [email protected]

ABSTRACT

India is a developing country, new infrastructure is been developing in the major cities of

India such as Delhi, Bangalore, Chennai, Hyderabad, Kolkata, Mumbai etc. The new rapid transit

system called metro is been introduced in this major cities which include both overhead metros

and underground metros. This project deals with the analysis and design of typical underground

metro station structures.Analysis and design of underground metro station consists of two types of

analysis. One is construction stage analysis and other one is permanent stage analysis.

Construction stage analysis is carried out by WALLAP software and permanent stage analysis is

carried out by STAAD Pro software. In this project the retaining structure used is Diaphragm

wall. Calculate the maximum moment and shear force in active and excavated face of the

diaphragm wall in both construction and permanent analysis results. Taken the maximum moment

from the two results design diaphragm wall. The load combinations are provided as per

IS:456(2000) ultimate limit state and Serviceability stage.Designing the roof slab, concourse slab

and base slab use STAAD Pro software.

1.INTRODUCTION

Infrastructure plays a vital role in metropolis. Explosive growth of cities in developing

countries and, thus the demand for improved livability and environmental protection has created a

strong demand for new underground development. The population of India in urban areas keeps

increasing year by year due to urbanization. In 1950 as many as 357 million people live in urban

areas and the number increased to 1009 million in 2000 (UN 2002 Report).It is expected that the

number will reach 1409 million in 2030.As many mega cities show, there is a limit of how far

cities can sprawl. One way of dealing with the problems of urban space scarcity is by building

upwards. Indeed, high-rise buildings have for years been the manifesting example of how to

create more space on a limited amount of land[1-7]. However, office space or living space is not

the only demanded space in cities. Other than that, we can go deeper into discussing underground

space. Underground space refers to a space that is situated below the ground level. Underground

land can also be defined as land which lies below the surface of the earth. It means anything

below the surface land can be considered as underground land. Underground development will

create more space above ground for many purposes especially for recreation and social activities

also development of new green fields and residential area. Looking back, the underground space

has been exploited for thousands of years, for strategic and military purposes, for religious

building, for water and sanitation conveyance and military purposes. It is only later than that the

underground has been deeply used for transportation, commercial building and other

infrastructure[8-14], such as tunneling and integrated railway transport. India is also not excluded

from urbanization issues. Based on the number of urban density and urbanization the urban

development in India is growing rapidly. It means the consideration for using urban underground

International Journal of Pure and Applied MathematicsVolume 119 No. 12 2018, 9749-9759ISSN: 1314-3395 (on-line version)url: http://www.ijpam.euSpecial Issue ijpam.eu

9749

space for development must be given a full attention. Underground utilization pattern varies in

different urban contexts, depending on the local culture, geographical situation, social

environment and economic needs. The underground metro system was introduced in major cities

to relief the pressure from the surface, provide more efficient and encourage more extensive use

of public transport. Underground metro system is having very high investment cost but the overall

life cycle cost of underground metro system is very less.India is a developing country, new

infrastructure is been developing in the major cities of India such as Delhi, Bangalore, Chennai,

Hyderabad, Kolkata, Mumbai etc[15-21].

1.2 COMPONENTS OF UNDER GROUND METRO STATION

The various components of underground metro station box is as follows.

Diaphragm wall

Roof slab

Concourse slab

Base slab

1.2.1 Diaphragm wall

Diaphragm wall is generally a reinforced concrete wall constructed in the ground using

under slurry technique. These structures can be used for larger depths and as for both temporary

and permanent structures[22-26]. The primary advantage of this wall from other pile is it has less

number of joints than other piles and can go for greater depths. It improves the water tight. They

can be designed to take the high structural loads. Typical view of diaphragm wall with strut as

shown in Figure 1.2

Figure 1.2 Diaphragm Wall with Struts

1.2.2 Roof slab

The roof slab is just below the ground level. This is the top most layer of the underground

station box. Above the roof slab the soil back fill is placed. Station will be 200m long and about

20m deep.

International Journal of Pure and Applied Mathematics Special Issue

9750

1.2.3 Concourse slab

The concourse slab is placed below the roof slab. This is where passengers will come to

buy tickets. The amenities like Stairs, escalators and lifts facilities are available in this concourse

level. Station will be 200m long and about 20m deep[27-32].

1.2.4 Base slab

This is the bottom most layer of underground metro station box. Base level the tracks are

laid and passengers will come board trains. Stairs, escalators and lifts will be provided at base

levels. Each station will be 200m long and about 20m deep. Below the base slab the barrette is

constructed. Sometimes barrette structure is removed after the whole structure is constructed.

1.3ANALYSIS OF UNDERGROUND STATION BOX

1.3.1GENERAL

The underground metro station analysis and design consists of two parts. The first one is

construction stage analysis and the second one is permanent stage analysis. The construction

stage analysis is the retaining system analysis doing this use WALLAP software. Using the

WALLAP software calculates the maximum moments and shear force in soil and excavated face

of the diaphragm wall. For underground metro station design two types of load combinations has

to be considered. One is based on ultimate strength conditions and the other one is ultimate

serviceability conditions. For ultimate strength conditions consider the multiplication load factor

is 1.5 based on IS: 456(2000). For ultimate serviceability conditions consider the multiplication

load factor is one based on IS: 456(2000).

Permanent stage analysis is made by using STAAD Pro software.. Form the load

combinations based on IS: 456(2000) calculate the maximum bending moment and shear force

based on ultimate strength and serviceability conditions. For analyze the diaphragm wall divide

the entire length of the diaphragm wall in to small parts. Each part has to be analyzed by both

construction and permanent stage. Finally compare the maximum moments and shear force from

the above two results[33-37]. Find the maximum bending moment in both soil and excavation

sides. The reinforcement detail has to be prepared in the form of drawing. For analysis and

design of roof slab, concourse slab and base slab use STAAD Pro software. The reinforcement

detail has to be prepared in the form of drawings.

1.3.2 CONSTRUCTION STAGE ANALYSIS

In this analysis the structure has to retain the load of construction stage and thus taking in

to consideration of all the geotechnical details and thus incorporating in the software called

WALLAP to find the embedment depth and the envelop moments on the wall by giving the

proper commands to the software. Thus the bending moment behavior of the elements is studied

through this software, and then the moments for each member are noted down for comparison of

moments in permanent analysis. The embedment depth for this project is found to be 5m below

the base slab[38-42].

1.3.3 Case study details of the section

In this project a typical case is considered for the analysis and design of underground

metro station. The geotechnical details of this case is given in Table 1.3


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Table 1.3 Geotechnical profile of the section

Stratum

No

Elevation of

top of

stratum

Soil Type

Active side Excavation side

1 116.98 Silty Sand with Clay Silty Sand with Clay

2 106.82 Sand Sand

3 104.02 Completely

Weathered Rock

Completely Weathered

Rock

4 101.92 Highly Weathered

Rock

Highly Weathered Rock

5 99.82 Medium Weathered

Rock

Medium Weathered Rock

The following soil properties are assumed for that section

Assuming that the water table is at the surface, for the analysis and the design.

Saturated unit weight of the soil γsat = 21kN/m3

Submerged unit weight of the soil γsub = 11kN/m3

Unit weight of water γw = 10 kN/m3

Lateral earth pressure at rest condition Ko = 0.5

Lateral earth pressure at active condition Ka = 0.3

1.3.4 ANALYSIS OF DIAPHRAGM WALL

Compare maximum bending moment and shear values from STAAD Pro and WALLAP

analysis results. Taken the maximum moments and shear force values from that result, based on

that values design diaphragm wall[43-46]. The diaphragm wall design is based on IS: 456(2000).

Maximum shear force values are tabulated in the Table 4.10.

Table 4.10 Maximum bending moment value for the cross section

S.No Y-

Coordinate

Differ

(m)

Bending moment KN.m

Ultimate strength Ultimate serviceability

Soil Excava

te

Soil Excavate

1. 116.98 0.00 0.00 0.00 0.00 0.00

2. 116.09 0.89 9.00 9.00 6.00 6.00

3. 115.20 0.89 46.00 46.00 31.00 31.00

4. 114.59 0.61 96.00 96.00 64.00 64.00

5. 113.98 0.61 173.00 173.00 116.00 116.00

6. 112.99 0.99 366.00 366.00 244.00 244.00

7. 112.79 0.20 417.00 417.00 278.00 278.00

8. 112.69 0.10 445.00 445.00 297.00 297.00

9. 112.39 0.30 533.00 533.00 356.00 356.00

10. 112.09 0.30 1729.00 1729.00 1153.00 1153.00

11. 111.94 0.15 1620.00 1620.00 1080.00 1080.00


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12. 110.94 1.00 978.00 978.00 652.00 652.00

13. 110.07 0.87 614.00 614.00 410.00 410.00

14. 109.20 0.87 342.00 342.00 228.00 228.00

15. 108.05 1.15 109.00 109.00 73.00 73.00

16. 106.89 1.16 429.00 429.00 286.00 286.00

17. 106.82 0.07 459.00 459.00 306.00 306.00

18. 106.69 0.13 472.00 472.00 315.00 315.00

19. 106.59 0.10 565.00 565.00 377.00 377.00

20. 105.59 1.00 200.00 200.00 134.00 134.00

21. 104.81 0.78 601.00 601.00 401.00 401.00

22. 104.02 0.79 852.00 852.00 568.00 568.00

23. 102.97 1.05 914.00 914.00 610.00 610.00

24. 101.92 1.05 600.00 600.00 400.00 400.00

25. 100.87 1.05 345.00 345.00 230.00 230.00

26. 99.82 1.05 1464.00 1464.00 976.00 976.00

27. 98.98 0.84 2746.00 2746.00 1831.00 1831.00

28. 98.68 0.30 3278.00 3278.00 2186.00 2186.00

29. 98.38 0.30 3849.00 3849.00 2566.00 2566.00

30. 98.17 0.21 4051.00 4051.00 2701.00 2701.00

31. 97.17 1.00 2548.00 2548.00 1699.00 1699.00

32. 96.57 0.60 1845.00 1845.00 1230.00 1230.00

33. 95.97 0.60 1262.00 1262.00 842.00 842.00

34. 95.37 0.60 866.00 866.00 578.00 578.00

35. 94.77 0.60 476.00 476.00 318.00 318.00

RESULTS AND DISCUSSIONS

6.1 GENERAL

In this project underground metro station box is analyzed and designed. The entire

structure is modeled and analyzed. The diaphragm wall, roof slab, concourse slab and base slab

are designed and detail drawings are prepared. Taken the moment and shear force results from

WALLAP and STAAD pro software, compare the maximum value from the results based on

design diaphragm wall[47-50].

6.2 DIAPHRAGM WALL

Diaphragm wall is generally a reinforced concrete wall constructed below the ground level

which is used to retain the structure. The length of the diaphragm wall is around 22m. Designing

the diaphragm wall two typed of analysis has to be done. Bending moment, shear force and

envelope from WALLAP analysis is given shown in


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Shear force kN

Figure 6.1 Bending moment and shear force envelope from WALLAP

The above envelope diagram the centre line (0-0) shows the position of diaphragm wall.

Left side shows the soil side results the same way right side shows the results of excavation side.

The continuous line shows shear force values and dotted line shows the bending moment values.

Comparing the STAAD and WALLAP results at most of the places permanent analysis results

only govern the design. But the roof slab to base slab level construction stage results only govern

the design. The structure is analyzed by only permanent stage that roof slab to base slab level the

structure is failed by construction stage itself. So construction stage analysis is also very

important in underground station design. Example at roof slab level the Y co-ordinate values are

112.69m and 112.39m the bending moment value from permanent stage analysis is 445.00 kN.m

and 533.00 kN.m and the values from construction stage analysis is 665.21kN.m and

1617.46kN.m respectively[9-16]. So compare the above two result construction stage analysis is

important.

6.3 ROOF SLAB DESIGN

Roof slab is designed by using STAAD Pro software. Load combination Maximum

vertical up, Maximum vertical down, Maximum horizontal only govern the roof slab design. The

maximum moment from STAAD analysis result is 1740kN.m.Maximum moment is from beam

number14. 10 numbers of 25 mm diameter bars are used.

6.4 CONCOURSE SLAB DESIGN

Concourse slab is designed by using STAAD Pro software. Load combination Maximum


maximum moment from STAAD analysis result is 324kN.m.Maximum moment is from beam


6.5 BASE SLAB DESIGN

Base slab is designed by using STAAD Pro software. Load combination Maximum


maximum moment from STAAD analysis result is 900 kN.m. Maximum moment is from beam



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CONCLUSION

Studied about the construction methods and concept of underground metro station design.

Compare the bottom up construction method the top down construction method is efficient and

economical.Designing the diaphragm wall construction stage analysis is completed using

WALLAP software and permanent stage analysis is completed using STAAD Pro software.

Taken the maximum moment from two analyses designed diaphragm wall and the reinforcement

drawing are prepared. The permanent structures of roof slab, concourse slab and base slab are

designed using STAAD Pro software and then the reinforcement drawings are prepared.Retaining

structure used in this project is diaphragm wall . In diaphragm wall design the roof level bending

moment value from construction stage is 33.18% more than the permanent stage analysis. The

concourse slab level bending moment value from construction stage is 40.00% more than the

permanent stage analysis. The base slab level bending moment value from construction stage is

50.10% more than the permanent stage analysis. Below the base slab level permanent stage

analysis only governs the design.

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