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STRUCTURAL DESIGN BASIS DA CREEK CLUB AT DEFENCE AUTHORITY CREEK CLUB OFF KHAYABAN-E-ITTEHAD DHA KARACHI.
1.0 GENERAL
reportdesign summarizes the design and approach, for the This structural of the project. Thecriteria, valuesassumptions have been established as being the most appropriate for this project, giving all the considerations and constraints associated with the project. The primary objective of this report is to define a clear and feasible design approach with all design parameters well defined. 1.1
OUTLINE OF THE STRUCTURE
Swimming Pool Steel Shed is being placed at DA creek club off khayaban-eittehad DHA Karachi. It is a steel structure consists of steel trusses; steel pipes & poly carbonate sheet system with RCC pedestal columns, plinth beams, masonry wall & other RCC members.
2.0 DESIGN CRITERIA 2.1 CODES OF PRACTICE
The structural design of building is documented in accordance with the following codes:(1) Uniform Building Code (For Seismic) (2) ACI Code (3) Uniform Building Code (For Wind) (4) AISC-ASD01 (for design)
(UBC -1997) (ACI 318-02) (UBC -1997) (AISC-ASD01)
3.0 MATERIAL PROPERTIES • • • • • •
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Cylindrical strength of concrete, fc’ 4.0 ksi (pedestal & composite column) 2.5 ksi (others) Steel reinforcement fy 60 ksi Density of Reinforced concrete 150 pcf Density of Plain concrete 144 pcf Assumed age factor till the full loads are on the structure, 1.2 For 6 months. Minimum quantity of cement per cu m of concrete = 784 lbs Modulus of Elasticity 57000√fc’=2850000 psi (fc’= 2500) =(for 3604996 psi fc’=4000)
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4.0 SERVICE LOADS
4.1 Gravity Loads
The following live, dead & super imposed dead load will be adopted for the design of various sections. 4.1.1 Live load •
=
5 psf
Loading Details Total area of Roof = 10,000 sqft. Approx. Total no. of members = 88 Average length of each member = 40’-0” Loading on each member = 5 x 10000 / (88 x 40) = 14.2 lb/rft 4.1.2 Sheeting load •
.317lb/sqft unit weight
Loading Details Total length of Main Trusses = 473 rft. Total area of Roof = 10,000 sqft Loading on Main Trusses = .317x10000/473 =6.72 lb/ft 4.2 Seismic Design Parameters • • • • • •
Seismic zone factor Soil profile type Sc ( assume) Over strength factor (R ) Seismic Coefficient (Ca ) Seismic Coefficient (Cv) Importance factor (I)
2B
Table 16-I Table 16-J
5.5 Table 16-N, 0.24 Table 16-Q 0.32 T able 16-R 1.00 Table16-K
4.3 Wind Loads
As per UBC-97 Wind Pressure = Ps Ps=CexCqxQsxI Ce=1.54 (100 mph)
Table 16-G
Qs=25.6 I=1 Cq=0.8 Cq=0.5 Cq=0.7 Cq=0.9 Cq=0.3
Table 16-K 16-F Table Table 16-H Table 16-H Table 16-H Table 16-H Table 16-H
Inward (For wall) Outward (For wall) Outward (For Roof) L.W Outward (For Roof) W.W Inward (For wall) W.W
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Loading Details P(Inward for wall)=1.54x25.6x1x.8 = 31.53 lb/sqft applied on nul area P(Outward for wall)=1.54x25.6x1x.5 = 20 lb/sqft applied on nul area. P(Outward for Roof on Leaward side)=1.54x25.6x1x.7 = 27.6 lb/sqft =27.6x68.75x81.833/(88x28)=62.5lb/rft P(Inward for Roof on Windward side)=1.54x25.6x1x.9 = 35.5 lb/sqft =35.5x68.75x81.833/(88x28)=81 lb/rft P(Inward for wall)=1.54x25.6x1x.3 = 11.82 lb/rft =11.82x68.75x81.833/(88x28)=26.98 =27 lb/rft 5.0 LOAD COMBINATIONS (AS PER UBC-97) 5.1 For RCC
The design combinations are as follows: UDCON1 UDCON2 UDCON- 3, 4, 5, 6, 7 & 8 UDCON- 9, 10, 11, 12, 13, &14 UDCON- 15, 16,17,18,19 & 20 UDCON- 21, 22, 23 & 24 UDCON- 25, 26, 27 & 28
1.4DL +1.4SDL 1.2DL+1.2SDL+1.6LL 1.2DL +1.2SDL +1.0 L ±1.6W 1.2DL+1.2SDL ± 0.8W 0.9DL+0.9SDL ± 1.6W 1.2DL +1.2SDL +1.0 L ±1E 0.9DL +0.9SDL ±1E
5.2 For STEEL
The design combinations are as follows:
1.0 DL +1.0SDL 1.0DL +1.0SDL +1.0LL 1.0DL +1.0SDL +1.0W(For all cases) 0.9DL +0.9SDL ±0.7143E 1.0DL +1.0SDL+0.75LL+0.75W(For all cases)
(12-7) (12-8) (12-9) (12-10) (12-11)
6.0 DESIGN METHODS
The structure is designed by Allowable Design method, using AISC specification. 7.0 Computer Software
The software used for the Design and Analysis is SAP 2000 V14.1.0
8.0 FOUNDATION SYSTEM
4 •
Type Of Footing
Isolated footing
