INFRASTUCTURE DEVELOPMENT (A presentation on DOJ training at TA - Civil, NTPC Singrauli)
Under the guidance of Mr. G.G. Bardhan B Tech. Civil (spl. Structures), NIT Jamshedpur
Senior Manager (TA- Civil) Presented By: Neetesh Sharma 102228 Munish Garg
The Following Works were assigned to us during DOJ training in TA-Civil at NTPC Singrauli
1.
Infrastructure work in township Structural design for physiotherapy department and conference hall in Sanjeevani hospital, township NTPC singrauli. Pilot project: structural design of multi-storey residential apartments.
2. 3.
CSR work Construction/ execution work in township, including FQA.
Infrastructure work in township Structural design and development of
construction drawings for physiotherapy department and conference hall in Sanjeevani hospital, township NTPC singrauli.
Type of structure: RCC frame Type of foundation: shallow (footings) Column sizes 0.3 x 0.45 0.45 x 0.45 Beam sizes 0.3 x 0.5(main first floor) 0.3 x 0.45(main roof) 0.3 x 0.4(secondary first floor) 0.3 x 0.3(secondary roof)
A
Plan (typical)
A
Elevation
Side view
Section A-A
Load Definition : Seismic Load Parameter
Value
Zone
III (0.16)
Importance factor
1.5
Response Reduction factor
3
Rock and soil site factor
1
Damping ratio
0.05
Time Period in x direction
0.29
Time Period in z direction
0.46
Basic load case details Dead Load Live load Earthquake load in x direction Earthquake load in z direction
Load Combinations 1.2(DL+LL+EQZ+0. 3EQX) -1.5EQZ+0.9DL
1.2(DL+LL+EQZ0.3EQX)
1.5(DL+EQX)
1.2(DL+LL+EQX+0. 3EQZ)
1.5(DL-EQZ0.3EQX)
1.2(DL+LL+EQX0.3EQZ)
1.5(DL+EQZ)
0.9DL+1.5(EQX+0. 3EQZ)
1.5(DL-EQX0.3EQZ)
0.9DL+1.5(EQX0.3EQZ)
1.2(DL+LL+EQX)
0.9DL+1.5(EQZ+0. 3EQX)
1.2(DL+LL-EQZ0.3EQX)
0.9DL+1.5(EQZ0.3EQX)
1.5(DL-EQX)
1.2(DL+LL-EQX0.3EQZ)
1.5(DLEQZ+0.3EQX)
1.5(DL-EQZ)
0.9DL1.5(EQX+0.3EQZ)
1.5(DL-EQX0.3EQZ)
1.2(DL+LL-EQX)
0.9DL1.5(EQZ+0.3EQX)
1.2(DL+LLEQZ+0.3EQX)
1.2(DL+LL-EQZ)
1.5(DL+EQZ0.3EQX)
1.2(DL+LLEQX+0.3EQZ)
0.9DL-1.5EQX
1.5(DL+EQX0.3EQZ)
0.9DL+1.5(EQX+0.3EQZ)
1.5(DL+LL)
1.2(DL+LL+EQZ) 0.9DL+1.5EQX 1.5EQZ+0.9DL 1.5(DL+EQZ+0.3E QX) 1.5(DL+EQX+0.3E QZ)
Analysis
1. 2. 3.
Staad Pro was used to analyze the structure for the previously listed load combinations. The steps involved in the analysis of the structure using the computer package are as follows: Modelling the structure Defining Loadings Performing analysis and interpreting results.
Design and Detailing RCC design and detailing of reinforcement bars was done manually according to the indian standards using the analysis results from the computer package. Sampled design results for the structure are follows.
DETAIL OF REINFORCEMENT FOR FIRST FLOOR BEAMS
1 2 3 A
Beam Name
1 n#dia
B1AE spans(5,5,5,2 .3) 0.3x0.5 B2AF spans(17.3,2. 7) 0.3x0.4 B3AF spans(5,5,5,5 ) 0.3x0.5
2#16
2#12
2 Bar len
17.54
20.24
n#dia
2#16
2#20
3 Bar len
23.15
24.95
n#dia
2#20
2#20
4 Bar len
2.83
2.93
n#dia
2#20
2#20
B
C
D E
5 Bar len
7.73
2.23
n#dia
2#16
3#20
Bar len
Shear (2 legged stirrups) 5m x 3
2.3m
8 @300
10 @130
17.3m
2.7m
8 @250
8 @250
18
20.7
5m x 5 2#16
20.24
2#16
26.65
2#20
3.5
2#20
F
8.4
2#16
20.7
8 @300
Continued…
1 2 3 B
A
Beam Name
1 n#dia
BA13 spans(4.35,3. 65) 0.3x0.5 BF1*3 spans(4.35,3. 65) 0.3x0.5
2#12
9.8
n#dia
2#12
2#12 2#20
3 Bar len
10.12
2#12
1 n#dia
BE21* spans(4.35,1. 5) 0.3x0.5
Bar len
8.3
2#12
Beam Name
2
10.12
n#dia
2#20
Bar len 6.15 4.65
n#dia
3#12
Bar len
3
2#20
2
4
3
n#dia
3#12
3#12
6.35
n#dia
2#20
Bar len
D E
F
5 Bar len
8.7
9.7
n#dia
2#20 2#12
2#20 2#12
3 Bar len
C
Shear (2 legged stirrups) 4.35m
1.5m
8 @170
8 @300
3.18
Bar len
Shear (2 legged stirrups) 4.35m
3.65m
8 @300
8 @300
4.35m
3.65m
8 @300
8 @300
2.45
2.45
1 2 3 A
Beam Name
1 n#dia
BB13/BD13 spans(8) 0.3x0.5
2#25
BC13 spans(8) 0.3x0.5
2#25 1#20
2 Bar len 8.6
8.6
n#dia
2#25
2#25
3 Bar len 10.12
10.12
n#dia
2#20
2#16
B
4 Bar len 3
3
n#dia
3#12
2#25
Bar len
Shear (2 legged stirrups) 4.35m
3.65m
8 @300
8 @300
4.35m
3.65m
8 @300
8 @300
8.7
8.7
C
D E
F
SLAB REINFORCEMENT 0.5m 1.305m
10 ϕ@ 300 c/c
1.1m
10 ϕ@ 300 c/c
2#10 ϕ
10 ϕ@ 300 c/c
3.65m
4.35m
0.5m
1.5m
10 ϕ@ 300 c/c
1.5m
10 ϕ@ 300 c/c
2#10 ϕ
10 ϕ@ 300 c/c
5m
5m
1
COLUMN REINFORCEMENT
2 3
A
B
C
D E
location
Size
Reinforcement
Location
Size
Reinforcement
A1, A3
0.3 m x 0.45m
8 # 20ϕ
D1
0.3 m x 0.45m
16 # 20ϕ
A2
0.45 x 0.45m
8 # 20ϕ
E1,E2
0.3 m x 0.45m
8 # 20ϕ 8 # 16ϕ
B1,C1
0.3 m x 0.45m
16 # 20ϕ 16 # 16ϕ
F1,F3
0.3 m x 0.45m
8 # 20ϕ 8 # 16ϕ
B3,C3,D3
0.3 m x 0.45m
8 # 25ϕ
F2
0.45m x0.45m
8 # 20ϕ 8 # 16ϕ
F
Column reinforcement distributed equally on four edges. Transverse reinforcement 8ϕ @ 250mm lateral ties
1
2 3
A
B
C
D E
location
Size
Depth
Reinforceme nt
Location
Size
Depth
Reinforcement
A1, A3, F3
2m x 2m
0.45m
12ϕ @180mm both ways
D1,D3
2.4m x 2.4m
0.6
12ϕ @140mm both ways
A2, F2
2.4m x 2.4m
0.6m
12ϕ @150mm both ways
E1,E2
2.2m x 2.2m
0.6
12ϕ @140mm both ways
B1, B3, C1, C3
2.2m x 2.2m
0.6m
12ϕ @140mm both ways
F1
2.1m x 2.1m
0.6
12ϕ @150mm both ways
F
Pilot Project : Structural analysis and design of multi-storey residential apartments. Details of structure are as follows: Total no. of floors 18. above ground level: 16 below ground level: 2 (parking) Building dimensions and other details Plan: 47.5m x 42.5m Height above GL: 57m Below GL: 8m Storey height above GL: 3.5m (c/c) Storey height below GL: 4.0m (c/c) Area of one flat: 1054 sq ft No. of flats in one floor: 10 Total no. of flats in the building: 150 Type of structure: RCC frame (M35) Type of foundation: Pile foundation
Typical stuctural plan of building
ELEVATOR
STAIRS
CORRIDOOR
Load Definition : 1. Seismic Load
2.
Parameter
Value
Zone
IV (0.24)
Importance factor
1
Response Reduction factor
5
Rock and soil site factor
1
Damping ratio
0.05
Time Period in x direction
1.08
Time Period in z direction
1.09
Wind Load Parameter
Value
Basic wind speed
47 m/s
(Risk coefficient) K1
1.0
(Terrain , height and structure size factor) K2
Category-4, class- C, value height dependent.
(Topography) K3
1.0
Basic load case details Dead Load
Live load Wind Load x direction Wind Load -x direction Wind Load z direction Wind Load -z direction Earthquake load in x direction Earthquake load in z direction
Load combinations 1.5(DL+LL)
-1.5EQZ+0.9DL
0.9DL+1.5(-EQZ+0.3EQX)
-1.5WLZ+0.9DL
1.5(DL+EQX)
1.5(DL-EQZ-0.3EQX)
1.5(DL+WLX)
1.5(DL-WLZ-0.3WLX)
1.5(DL+EQZ)
1.5(DL-EQX-0.3EQZ)
1.5(DL+WLZ)
1.5(DL-WLX-0.3WLZ)
1.2(DL+LL+EQX)
1.2(DL+LL-EQZ-0.3EQX)
1.2(DL+LL+WLX)
1.2(DL+LL-WLZ-0.3WLX)
1.2(DL+LL+EQZ)
1.2(DL+LL-EQX-0.3EQZ)
1.2(DL+LL+WLZ)
1.2(DL+LL-WLX-0.3WLZ)
0.9DL+1.5EQX
0.9DL-1.5(EQX+0.3EQZ)
0.9DL+1.5WLX
0.9DL-1.5(WLX+0.3WLZ)
1.5EQZ+0.9DL
0.9DL-1.5(EQZ+0.3EQX)
1.5WLZ+0.9DL
0.9DL-1.5(WLZ+0.3WLX)
1.5(DL+EQZ+0.3EQX)
1.5(DL+EQZ-0.3EQX)
1.5(DL+WLZ+0.3WLX)
1.5(DL+WLZ-0.3WLX)
1.5(DL+EQX+0.3EQZ)
1.5(DL+EQX-0.3EQZ)
1.5(DL+WLX+0.3WLZ)
1.5(DL+WLX-0.3WLZ)
1.2(DL+LL+EQZ+0.3EQX)
1.2(DL+LL+EQZ-0.3EQX)
1.2(DL+LL+WLZ+0.3WLX)
1.2(DL+LL+WLZ-0.3WLX)
1.2(DL+LL+EQX+0.3EQZ)
1.2(DL+LL+EQX-0.3EQZ)
1.2(DL+LL+WLX+0.3WLZ)
1.2(DL+LL+WLX-0.3WLZ)
0.9DL+1.5(EQX+0.3EQZ)
0.9DL+1.5(EQX-0.3EQZ)
0.9DL+1.5(WLX+0.3WLZ)
0.9DL+1.5(WLX-0.3WLZ)
0.9DL+1.5(EQZ+0.3EQX)
0.9DL+1.5(EQZ-0.3EQX)
0.9DL+1.5(WLZ+0.3WLX)
0.9DL+1.5(WLZ-0.3WLX)
1.5(DL-EQX)
1.5(DL-EQZ+0.3EQX)
1.5(DL-WLX)
1.5(DL-WLZ+0.3WLX)
1.5(DL-EQZ)
1.5(DL-EQX-0.3EQZ)
1.5(DL-WLZ)
1.5(DL-WLX-0.3WLZ)
1.2(DL+LL-EQX)
1.2(DL+LL-EQZ+0.3EQX)
1.2(DL+LL-WLX)
1.2(DL+LL-WLZ+0.3WLX)
1.2(DL+LL-EQZ)
1.2(DL+LL-EQX+0.3EQZ)
1.2(DL+LL-WLZ)
1.2(DL+LL-WLX+0.3WLZ)
0.9DL-1.5EQX
0.9DL+1.5(-EQX+0.3EQZ)
0.9DL-1.5WLX
0.9DL+1.5(-WLX+0.3WLZ) 0.9DL+1.5(-WLZ+0.3WLX)
Models
SP 22(explainatory handbook to - IS1983)
Design Foundation Design: Type of foundation for this
structure is pile foundation. Also the design and detailing for the foundation is done manually. this included deciding the depth of pile and calculating the load bearing capacity. Grouping of piles as per support reactions derived from Staad analysis. Thus deciding the different types of pile caps required. Structural design and detailing of pile and pile caps.
LOAD CARRYING CAPACITY OF BORED CAST-IN-SITU PILE — STATIC FORMULA
PILES IN GRANULAR SOILS
The ultimate bearing capacity ( Qu ) of piles in granular soils is given by the following formula:
where Ap = cross-sectional area of pile toe in cm2; D = stem diameter in cm; γ = effective unit weight of soil at pile toe in kgf/cm3; PD = effective overburden pressure at pile toe in kgf/cm2; Nr and Nq = bearing capacity factors depending upon the angle of internal friction Φ at toe; K = coefficient of earth pressure; PDi = effective overburden pressure in kg/cm2 for the ith layer where i varies from 1 to n; δ = angle of wall friction between pile and soil, in degrees (may be taken equal to Φ); and Asi = surface area of pile stem in cm2 in the ith layer where I varies from 1 to n. NOTE 1 — Nr factor can be taken for general shear failure as per IS : 6403-1981*. NOTE 2 — Nq factor will depend, apart from nature of soil on the type of pile and its method of construction, for bored piles, the value of Nq corresponding to angle of shearing resistance are given in Fig. 1. This is based on Berezantseu’s curve for D/B of 20 up to = 35° and Vesic’s curves beyond = 35°. NOTE 3 — The earth pressure coefficient K depends on the nature of soil strata, type of pile and its method of construction. For bored piles in loose medium sands, K values between 1 and 2 should be used.
-IS 2911 Part1- sec2
Pile properties: Dia of pile: 0.5m Length of pile: 25m Vertical load carrying capacity: 2500KN Pullout load capacity:1750KN Lateral load carrying capacity: 108.7KN Depth of fixity: 3.87m below cutoff. Maximum moment in pile shaft:170.2KNm Distance btw two piles: 3 times dia=1.5m RCC design of Pile: P=2500KN M=170.2KNm fck=30KN/m2 Ast required=4712mm2 Provide 10# 20 dia Provide 8mm @ 300c/c lateral ties.
Sample calculation for design of a pile cap From load data maximum reaction in the pile I & II are: RI+RII=4681 kN Bending Moment = 4681(0.85-0.6) =1700KNm Ast required=3632mm2 Provide 20dia @190c/c both ways Check for one way shear: Vu=0.0425x4081/0.5=347kN ζv=Vu/bd=347000/915x2200=0.17 <ζc=0.29 …….(safe)
Check for two way shear(punching) Vu=347+0=347kN ζv=347000/(2115x4x915)=0.0448 <ζc=0.29 …….(safe)
1.5
CSR work (Annual budget 2011-2012, Rs. 30.7 lakh) Under the CSR work area various cost estimates were
prepared as under: Title of work (Preparation of cost estimate for)
Alloted Amount
Additional room(5m x 4m) in Kotabasti.
3 lakh
Garbage pits in Chilkadand, Nimiatand.
3 lakh
Renovation of community hall in Chilkadand/Kota/Parswar.
5 lakh
Construction of culvert with RCC road in Ranibari.
15 lakh
Renovation of drains in Chilkadand
4 lakh
Repair of school in parwar raja
0.7 lakh
TOTAL
30.7 lakh
Remarks:- Proposal forwarded for financial vetting and approval of competent authority.
Steps in preparation of a cost estimate: 1.
2. 3.
4. 5. 6. 7.
Site visit and inspection of proposed locations. Preparation of construction drawings. Listing the various items to be used (scheduled and non-scheduled items). Calculating the quantity of the items involved as per the detailed drawings. Calculating the rate as per DSR (scheduled items). Rate analysis for non-scheduled items. Estimating the total amount (including UPL profit, PAP, contractor’s profit and service tax etc.).
Execution work Execution of CISF morcha and telephone
exchange building. Construction (Repair and maintenance) of township road.
Various test conducted in FQA Lab AGGREGATE TEST: 1. Sieve analysis test : This test is conducted for gradation of fine and coarse aggregates . 2. Aggregate Crushing Value- The aggregate crushing value, when determined in accordance with IS: 2386 (Part IV)-1963 shall not exceed 45 percent for aggregate used for concrete other than for wearing surfaces, and 30 percent for concrete for wearing surfaces, such as runways, roads and pavements. 3. Aggregates Impact Value- impact value may be determined in accordance with the method specified in IS : 2386 (Part IV )-1963. The aggregate impact value shall not exceed45 percent by weight for aggregates used for concrete other than for wearing surfaces and 30 percent by weight for concrete for wearing surfaces, such as runways, roads and pavements. 4.ELONGATION INDEX: This method is used for determining the elongation index of coarse aggregate. 5. FLAKINESS INDEXi: coarse aggregate
This method is used for determining the flakiness index of
6.Stripping value test: Principle of this test is by immersing aggregate fully coated with binder in water maintained at specified temp. and result is reported as the percentage of stone surface that is stripped off after the specified time period
Test on Bitumen 1.
Penetration test : This test is done to determine the penetration of bitumen as per IS: 1203 – 1978. The principle is that the penetration of a bituminous material is the distance in tenths of a mm, that a standard needle would penetrate vertically, into a sample of the material under standard conditions of temperature(25 degree calcius), load(100 g) and time(5 seconds).
2. Water content test: water content in Bitumen is determined by mixing known weight of
the specimen in a pure petroleum distillate free from water , heating and distillating off the water. The weight of water condensed and collected is expressed as percentage by weight of the original specimen. The maximum water content in bitumen should not exceed 0.2 percent by weight.
3. Softening point test : Softening point is the temperature at which the substance attains a particular degree of softening under specified condition of test .Softening point of various bitumen grades varies between 35 degree to 70 degree.
References: Various Indian Standard used are : 456-2000 - For Rcc design 875_1 -Dead Load 875_2 - Imposed (Live ) load 875_3 - Wind load 875_5 - Load combination 1893 (Part 1) : 2002 - Earthquake Loads
2911 – 1979 (Part 1 – Sec 2)-Design and construction of pile foundation ( Bored cast in situ piles Concrete Piles 383 - Specification for coarse and fine aggregates from natural sources for concrete SP 16 - Design aids for reinforced concrete to is : 456-2000 SP 22 - Explanatory handbook oncodes for earthquake engineering
SP 36 - Handbook on reinforcement and detailing Books: - limit state design of RCC by A.K. Jain - RCC Design by Cyal and goyal - RCC Design of structeures by B.C. Punmia - Highway Engineering By Khanna and Justo
