1. Structural Design Basis Report-r4 392w2f

DOCUMENT COVER SHEET DESIGN BASIS REPORT FOR INDIA PAVILION AT WORLD EXPO 2010, SHANGHAI 04 Rev

29/05/2009 Date

Description Approved By:-

CLIENT:- ITPO

ARCHITECT:Sanjay Prakash & Associates Pradeep Sachdeva & Design Associates

Issued for Approval Checked By

STUCTURAL CONSULTANTS :Sanjay Prakash & Associates

NAME OF PROJECT:-

INDIA PAVILION AT WORLD EXPO 2010, SHANGHAI SIGN

DESIGNED BY: CHECKED BY APPROVED BY:

DATE

DOCUMENT STATUS

M.M.S. 14/12/2008 & N.P. Dr. Prem Krishna

For Approval

Dr.D.K. Paul

DOC. NO.

DESCRIPTION

SHANGHAI

REV.NO.

SPA/(Shanghai Expo)/DBR/01

04

SHEET SIZE A4

NO.OF SHEETS 8

PROJECT: INDIA PAVILION AT SHANGHAI EXPO 2010. DESIGN BASIS REPORT ON STRUCTURAL SYSTEM A.

BASIC DESIGN CONSIDERATIONS:

1.

PROJECT DESCRIPTION:

11.1

Location: SHANGHAI

01.2 Type of Building: Dome (Composite structure: R.C.C. & Bamboo) & Steel frame structure for shops/others with pre-cast ribbed roof slab. 2.

STRUCTURAL DESIGN : The main considerations followed for the design of structure are:

(a)

Structural safety and stability.

(b)

Demands of aesthetics conceived by the architect.

(c)

Availability of material, equipment and expertise.

(d)

Constructability and ease of maintenance.

(e)

Durability.

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(f)

Economy.

(g)

Recyclability.

3.

GENERAL STRUCTURAL ARRANGEMENT

3.1

Dome The nearly hemispherical dome has a diameter of 34 m at the bottom. The structure has 36 meridional rib segments at a maximum a/c spacing of 3 m at the base, sitting on a RCC ring beam, and connected at the top to a 5.0 m dia. steel ring. The section of the bottom RCC ring beam is 650 x 450 mm. This ring beam is ed on 12 peripheral steel columns dividing it into 12 equal segments. The dome structure comprises of a bamboo grid with both meridional and circumferential . In cross section, the meridional each are comprised of a bunch of six 100 mm dia. bamboos, and the circumferential ones are a single 100 mm dia. bamboo @ 0.5 m c/c. For the slab which forms the floor of the exhibit area under the dome, the structure uses a steel frame with RCC pre-cast pre-stressed hollow slabs. Below this are the stores, green room and equipment room.

3.2

Other Covered Area (Shops) These are all single-storey structures using steel frames with RCC pre-cast prestressed hollow slabs. The frame is fabricated so as to be assembled on site with bolted connections. The main beams are equivalent of ISMB 500 (or 450), while secondary beams are equivalent of ISMB 250 and columns ISHB 300.

3.3

Foundations

3.3. A. The site has poor quality soil. Hence, pile foundation is proposed for the structure. In order to speed construction and allow for dismantling later, steel piles are proposed; these are usual locally. 3.3. B. Survey done after the geo-tech report has revealed a subway influence zone on the west side of the site which restricts digging in the south-west part of the site. Hence isolated foundation is suggested in this area. So we go for isolated footings only in grids 10 to 17 at G to U. 4.

SPECIFICATIONS USED 1

4.1

All the buildings have been designed as framed structures in accordance with the relevant Indian Codes of Practice for civil works i.e. IS: 456-2000,, IS: 800-1984, IS 875, IS 1893-2002, IS 4326-1976, IS -13920-1993, NBC 2005 and Expo temporary building, live loads and settlement criteria for different types of footing was taken from structure design standards (Chinese code).

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Wind and seismic loads have been taken to be those applicable to a similar structure at Delhi. From personal enquiry it was established that for Shanghai these loads will be considered as conservative. 5.0

LOADS CONSIDERED The structure is analyzed for all possible combinations of loads i.e. gravity loads (dead and live loads), earthquake load and wind loads. The vibration caused by a small proposed wind turbine is not eccentric, low frequency, and isolated, so not considered significant.

5.1

Dead Load: The dead load on the structure includes all the permanent loads such as those of the structural components. The dead load thus comprises of the weight of all walls, partitions, floors, roofs and also includes the weight of all other permanent constructions in the buildings and shall conform to IS: 1911-Schedule of unit weights of buildings materials. Unit weight of various materials used in the structural is taken as follows: a. b. c. d. e. f. g. h. i. j. k. l. m. n. o.

Water RCC Plaster Brickwork Soil Cinder/foam concrete filling Partition wall/Cubicles Bamboo Sheet Roofing materials Steel Sand Ferro-Cement Concrete pavers Foam Concrete Hollow precast slab

1.0 T/cum 2.5 T/cum 2.4 T/cum 2.0 T/cum 1.8 T/cum 1.0 T/cum 1.5 T/cum 0.6 T/cum 1.6 T/cum 7.85 T/cum 2.0 T/cum 2.4 T/cum 2.4 T/cum 0.6 T/cum 1.6 T/cum

Computation of Dead Load: Shop Roofs: Paver Blocks Sand

= 2.5 x 0.05 = 2.0 x .075

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= 0.125 T/m2 = 0.15 T/m2

Water proofing plaster Foam Concrete Precast hollow slab 0.12 m thick Miscellaneous

= 2.4 x 0.020 = 0.048 T/m2 = 0.6 x 0.1 = 0.06 T/m2 = 1.6 x .12 = 0.192 T/m2 = 0.1 T/cum

Total

= 0.675 T/m2

Total load considered

= 0.70 T/m2

Dome Roof: Ferro-cement (40 mm thick) = 2.4 x .04 = 0.96 T/m2 Water proofing plaster (20 mm thick)= 2.4 x 0.020 = 0.048 T/m2 Uniform load for 150mm thk. planter tray = 1.8 x 0.15 = 0.27 T/m2 Miscellaneous (steel cables etc.) = 0.05 T/m2 Total

= 0.464 T/m2

Total load considered

= 0.50T/m2

Dome floor: Main Exhibit Floor finish Screed Precast hollow slab 0.12 m thick Miscellaneous (seating etc.)

= 2.4 x 0.05 = 2.4 x 0.05 = 1.6 x .12

= 0.12T/m2 = 0.12 T/m2 = 0.192 T/m2 = 0.05 T/m2

Total

= 0.482 T/m2

Total load considered

= 0.50T/m2

Wall load: Load of 230mm thick brick wall Load of 115mm thick brick wall

= 0.46 T/m2 = 0.23 T/m2

230mm Masonry wall Floor ht. – Beam depth Load

= 3.45 – 0.45 = 3.00 m = 0.46 x 3.00 = 1.38 T/m

Total load considered

= 1.4 T/m

115mm Masonry wall Floor ht. – Beam depth Load

= 3.450 – 0.45 = 3.00m = 0.23 x 3.00 = 0.69 T/m

Total load considered

= 0.7 T/m

Parapet wall load (0.85 m height)

= 0.4 T/m

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5.2. a. Live Load: Live loads on the entire floor shall comprise of all loads other than dead loads. The minimum live loads on different occupancies have been considered as per Table 1 of I S 875 (Part 2)-1987 (commercial buildings) as follows: (a)

= 0.5 T / m2

Shop area & assembly area

(b)

Corridors, ages, staircases including fire escapes, lobbies, balconies, storage = 0.5 T / m2 (c) Dome surface (inclined roof) = 0.04 T / m2 5.3. b. Live loads on the entire floor shall comprise of all loads other than dead loads. The minimum live loads on different occupancies have been considered as per Table 2.5.1 of ‘Expo temporary building, structure design standards’ from Shanghai, China as follows: (a)

Shop area & assembly area

= 0.3 T / m2

(b)

Corridors, ages, staircases including fire escapes, lobbies, balconies, storage Dome surface (inclined roof)

= 0.3 T / m2 = 0.04 T / m2

(c) 5.3

Seismic Load: Response spectrum method was used as per IS: 1893 (Part-1) 2002 with the following data: Design Horizontal Seismic Coefficient = (Z x I x (Sa/g))/(2 x R) Where (Sa/g) = Average response acceleration coefficient Zone factor Z = 0.24 (zone IV). Importance factor I = 1.0 Response reduction factor R =5.0 Ductile detailing is being done as per IS: 13920

5.4

Wind Load: The wind load has been taken as per IS: 875 (Part-3)-1987 and wind pressure calculation done as follows: pz= 0.6 Vz2 N/sqm Vz = K1 K2 K3 Vb Where, Vz =Design wind velocity K1 =Probability factor or risk coefficient, taken as 0.71 from T- 1 K2=Terrain, height and structure size factor, category ‘1’ and class ‘B’ is taken as 1.07 from Table 2.

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K3 =Topography factor = 1.0 Vb =Basic wind speed = 47m/s Thus pz = Design wind pressure = (0.71 x 1.07 x 47)2 x 0.6 N/m2 = 0.765 kN/m2 Wind load on structure is applied in STAAD model as member load on dome area and as t load on shop and others. For the dome likewise, the external pressure coefficients (e) are taken from Table 25 of NBC of India (1983) and internal pressure co-efficient (i) for normal opening is taken as ± 0.2. Thus, total pressure co-efficient (e + i) are taken for different positions of periphery by linear interpolation as follows: POSITION OF Total pressure co-efficient PERIPHERY (e + i) 0° 1.0 +0.20 = 1.20 6° 0.96 +0.20 =1.16 12° 0.92 +0.20 =1.12 ………………………………….so on 60° -0.70 – 0.20 = -0.90 …………………………………… 180° 0.40 + 0.20 = 0.60 For the cylindrical wall, the external pressure coefficients (e) are taken from Table 21 of NBC of India (1983) for H/D=1 and internal pressure co-efficient (i) for normal opening is taken as ± 0.2. Thus, total pressure co-efficient (e + i) are taken for different position of periphery by linear interpolation as follows: POSITION OF Total pressure co-efficient PERIPHERY ( e + i ) 0° 1.0 +0.20 = 1.20 6° 0.92 +0.20 =1.12 12° 0.84 +0.20 =1.04 ………………………………….so on 60° -1.20 – 0.20 = -1.40 …………………………………… 180° -0.40 – 0.20 = -0.60 6.

Ductility and Durability: Besides the strength, to ensure durability of structure, Concrete Mix M25 is used for foundations, column (other than Dome), pre-cast slab & plinth beam and M35 grade concrete used for piles and pile cap. For static response of structure under

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seismic conditions, provisions as per IS:13920 have been adopted to ensure adequate ductility of structure. 7.

Analysis and Design:

7.1

A 3-dimensional model of structure is generated using STAAD-Pro software.

7.2

For seismic load evaluation response spectrum is used. Minimum base shear and mass participation factor as per IS:1893-2002 is considered in the design.

8.

Load Combinations: 1. For the design of steel which are designed on the basis of the working stress approach, the following load combinations are taken. D.L. + L.L. D.L. + W.L. D.L. + L.L. + W.L. D.L. + 0.5 L.L. ± Eq 33% increase in permissible stress is allowed when considering wind and seismic forces. 2. For the design of concrete sections which are designed with the limit state method, the following load combinations are taken: 1.5 (D.L. + L.L.) 1.2 (D.L. + L.L. + W.L.) 1.2 (D.L.) + W.L.) 1.2 (D.L. + 0.5 L.L. ± Eq)

9.

Notations D.L. L.L. Eq W.L.

10.

= = = =

Dead Load Live Load Earthquake Load in X-direction/Z-direction Wind Load in X-direction/Z-direction

Materials: Concrete Grade: Concrete mix of M25 conforming with IS:456 and WD specifications are used.

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Steel Reinforcement: Fe 415 Grade (TMT - bars) conforming with IS:1786. Structural Steel: Factory Rolled Mild Steel with yield stress = 308 MPa Bamboo: Moso variety from China* _____________________________________________________________________ * Properties deduced from the reference: H.Q. Yu, Z.H. Ziang, C.W. Hse and T.F. Shupe, “Selected Physical and Mechanical Properties of MOSO Bomboo”, Jnl. of Tropical Forest Science 20(4):258-263 (2008). 11

Design Standards : All the relevant IS codes, Chinese codes & specifications are followed.

The main codes are as follows: a) IS:875-1987(Part-I, II, III), Code of Practice for Design loads (other than earthquake) 1b) IS:800-1984: Design of Structures using Steel. 2c) IS:456-2000, Code of practice for Plain and Reinforced Concrete. d) IS:1893-2002 Criteria for E/Q Resistant Design for Structure. 3e) IS:4326:1993 E/Q Resistant Design & Construction of Buildings. f) IS:13920-1993 Ductile Detailing of Reinforced Concrete Structures subjected to Seismic Forces g) SP:16 Design aids to IS:456 h) SP:34 Concrete Reinforcement & Detailing. i) Expo temporary building, structure design standards (Chinese codes). 1

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