DOCUMENT COVER SHEET DESIGN BASIS REPORT FOR INDIA PAVILION AT WORLD EXPO 2010, SHANGHAI 04 Rev
29/05/2009 Date
CLIENT:- ITPO
ARCHITECT:Sanjay Prakash & Associates Pradeep Sachdeva & Design D esign Associates
Description Approved By:-
Issued for Approval Checked By
STUCTURAL CONSULTANTS :Sanjay Prakash & Associates
NAME OF PROJECT:-
INDIA PAVILION AT WORLD EXPO 2010, SHANGHAI SIGN
DESIGNED BY: 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. 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 CONSIDERA CONSIDER ATIONS:
1.
PROJECT DESCRIPTION:
11.1
Location: SHANGHAI
01.2 Type 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. stability.
(b)
Demands of aesthetics conceived by the architect.
(c)
Availability of material, equipment and expertise.
(d)
Constructability and ease of maintenance.
(e)
Durability.
(f)
Economy.
(g)
Recyclability.
3.
GENERAL STRUCTURAL ARRANGEMENT
3.1
Dome The nearly nearly hemisp hemispher herical ical dome dome has a diamet diameter er of 34 m at the bottom. 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 supported on 12 peripheral steel columns dividing it into 12 equal segments. The The dome dome stru struct ctur uree compr compris ises es of a bamboo bamboo grid grid with with both both meri meridi diona onall and and circumferent circumferential ial members. members. In cross section, section, the meridional meridional members members 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 while secondary beams are equivalent of ISMB 250 and columns ISHB 300.
3 .3
Foundations
3.3. A. The site has poor quality soil. soil. Hence, pile foundation is proposed for the structure. structure. In order to speed construction and allow for dismantling later, steel piles are proposed; these are usual locally. locally. 3.3. B. Survey done done after the the geo-tech geo-tech report has revealed 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 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).
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 members is taken as follows: a. c. d. e. f. g. h. i. k. l. m. n. o.
Water b. RCC Plaster Brickwork Soil Cinder/foam concrete filling Partition wall/Cubicles Bamboo Sheet Roofing materials j. 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
= 0.125 T/m2 = 0.15 T/m2
Water proofing plaster Foam Concret Concretee Precast hollow slab 0.12 m thick Miscellaneous
= 2.4 x 0.020 = 0.048 T/m2 = 0.6 x 0.1 = 0.06 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/m 2
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 (s (steel cables etc.) = 0.05 T/m2 Total
= 0.464 T/m2
Total load considered
= 0.50T/m 2
Dome floor: Main Exhibit Floor finish Screed Precast hollow slab 0.12 m thick Miscellaneous (s (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/m 2
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 Floor ht. – Beam depth depth Load Total load considered
= 3.45 – 0.45 = 3.00 3.00 m = 0.46 x 3.00 = 1.38 T/m = 1.4 T/m
115mm Masonry wall Floor ht. – Beam depth Load Load
= 3.450 – 0.45 = 3.00m = 0.23 0.23 x 3.00 3.00 = 0.69 0.69 T/m T/m
Total load considered
= 0.7 T/m
Parapet wall load (0.85 m height)
= 0.4 T/m
5.2. 5.2. a. a. Live Live Loa Load: d:
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)
Shop area & assembly area
= 0.5 T / m2
(b)
Corridors, passages, 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 entire floor shall shall comprise comprise of all loads other than dead loads. 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, passages, 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 Average response acceleration coefficient Zone factor Z = 0.24 (zone IV). Imp Import ortanc ance fa factor I = 1. 1.0 Response reduction factor R =5.0 Ductile detailing is being done as per p er 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 = K 1 K 2 K 3 V b Where, Vz =Design wind velocity K 1 =Probability factor or risk coefficient, taken as 0.71 from TT- 1 K 2=Terrain, height and structure size factor, category ‘1’ and class ‘B’ is taken as 1.07 from Table 2.
K 3 =Topography =Topography factor = 1.0 V b =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 STAAD model as member load on dome area and as joint load on shop and others. For the dome likewise, the external pressure coefficients (Cpe) are taken from Table 25 of NBC of India (1983) and internal pressure co-efficient (Cpi) for normal opening is taken as ± 0.2. Thus, total pressure co-efficient co-efficient (Cpe + Cpi) are taken for different positions of periphery by linear interpolation as follows: POSITION OF Total pressure co-efficient PERIPHERY (Cpe + Cpi) 0° 1.0 +0.20 = 1.20 6° 0.96 +0.20 =1.16 12° 0.92 +0.20 =1.12 ………………………………….so ………………………… ……….so on on
60° -0.70 – 0.20 = -0.90 …………………………………… 180° 0.40 + 0.20 = 0.60 cylindrical wall, the external pressure For the cylindrical pressure coefficient coefficientss (Cpe) are taken from Table 21 of NBC of India (1983) for H/D=1 and internal pressure co-efficient (Cpi) for normal opening is taken as ± 0.2. Thus, total pressure pressure co-efficient (Cpe + Cpi) are taken for different position of periphery by linear interpolation as follows: POSITION OF Total pressure co-efficient PERIPHERY ( Cpe + Cpi ) 0° 1.0 +0.20 = 1.20 6° 0.92 +0.20 =1.12 12° 0.84 +0.20 =1.04 ………………………………….so ………………………… ……….so on 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
seismi seismicc conditi conditions ons,, provis provision ionss as per IS:13 IS:13920 920 have have been adopted adopted to ensure ensure adequate ductility of structure.
7.
Analysis and Design:
7.1
A 3-dimensional model of structure is generated using STAAD-Pro STAAD-Pro software.
7.2 7.2
For For seis seismi micc load load evalu evaluat atio ion n resp respon onse se spect spectru rum m is used used.. Mini Minimu mum m base base shear shear and mass participation factor as per IS:1893-2002 is considered in the design.
8.
Load Combinations:
1. For For the the des desig ign n of of ste steel el memb member erss whi which ch are are des desig igned ned on the the bas basis is of the 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 For the the des desig ign n of concr concret etee sec secti tion onss whi which ch are are desi design gned ed wit with h the the lim limit it stat statee method, the following load combinations are taken: 1.5 (D.L. + L.L.) 1.2 (D.L. + L.L. + W.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 Eart Earthq hqua uake ke Load Load in X-di X-dire rect ctio ion/ n/ZZ-di dire rect ctio ion n Wind Load in X-direction/Z-direction
Materials:
Concrete Grade: Concrete mix of M25 conforming with IS:456 and CPWD specifications are used.
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”, 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).
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