finar seminar 1
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SEISMIC RESISTANT DESIGN OF
MULTISTOREY BUILDING
PRESENTED BYSANTHOSH T S
SUJAY RAGHAVENDRA N
SUBRAMANYA M B
VINAY N
GUIDED BYJEEVAN N
Lecturer
BIT, Bangalore
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CONTENTS
INTRODUCTION
TYPE OF STRUCTURE
PRELIMINARY DESIGN
LOADINGS
ANALYSIS
DESIGN
CONCLUSION
REFERENCE
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INTRODUCTION
The multistoried buildings have been designed by considering following concept
and design tools.
Economy
Serviceability
Indian Standard Code practice
STAAD Pro (tool for the analysis and design)
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METHODS OF ANALYSIS
Kani’s method
Slope deflection method
Moment area method
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STAAD PRO.
STAAD is a leading structural analysis and design software from “Research
Engineers”.
It addresses the entire process of Structural Engineering. Model development,
Analysis, Design, Detailing of reinforcement and even the design some
individual structural element.
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FEATURES AVAILABLE IN STAAD PRO
Any kind of structure could be modeled.
Member properties, member offsets, material constants and support
specifications could be easily assigned.
Loads in a structure can be specified easily.
Seismic analysis of structure can be done.
STAAD Pro offers various mode of operation such as pre processing ,post
processing, interactive design mode.
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DATA
Type : Multistoried ResidentialBuilding (G+4)
Plan : Shown in figure below
Use :RESIDENTIAL purpose
Geometric Details : Floor to Floor =3m
Loads :D.L., L.L., E.L.
Roof : R.C Slab
Wall : Bricks (230mm)
Concrete : Grade M20,
Steel : Fe415
SBC :250KN/m2
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Types of loads
Dead Load (D.L) (Self Wt of the member+ Wall load)
Live Load (L.L) (Load acting on the building)
Seismic Loads(E.L) (Earthquake Load)
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ANALYSIS
Model
Assigning of Structural Properties
Assigning of Supports
Assigning of Loads to different member
Different Load combination
Perform Analysis
Run Analysis
Output
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Model of Structure
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SPECIFYING MEMBER PROPERTIES
For beams 230 × 230mm
230 × 450mm
For columns 300 × 600mm
Slab thickness 120mm
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ASSIGINING MEMBER PROPERTIES:
Selecting members parallel to x and z axis to give beam properties.
Selecting members parallel to y axis to give column properties
Size of beam and column selected is initially assumed and then checked in
design whether it is safe or has to be redimensioned.
Column orientation can be done with the help of beta angle option in properties
tool bar.
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SUPPORT SPECIFICATIONS:
Supports are specified as PINNED, FIXED, or FIXED with different
releases.
Supports are provided at the column to disperse the load to the soil.
Created with the help of command menu or support page.
Here all the supports are fixed.
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LOADING CALCULATIONS
Thickness of slab= 120mm
Self weight of the slab =0.12*25 3KN/m²
Floor finish 1.25KN/m²
Live load for residential
building (as IS-875 Part-2) 2KN/m²
Partition wall load 1KN/m²
__________
7.25KN/m²
• Factored load= 7.25×1.5 10.875KN/m²
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LOADING CALCULATIONS (Continued)
Thickness of 230mm wall
Wall load = t*h*d = 0.23*2.7*1811.178KN/m
Where t wall thickness in m
h height of floor in m
d density of brick in KN/m³
Thickness of 200mm wall
Wall load = t*h*d = 0.2*2.7*18 9.72KN/m
Where t wall thickness in m
h height of floor in m
d density of brick in KN/m³
Earthquake Load (as per IS 1893-2002)
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LOADING DATA ENTRY:
Dead load is calculated and live load is taken from IS-875 (Part-I and Part-II) code
of practice for design loads.
The slab load is given by floor with y range option in load command by entering the
diagonal co-ordinates of that particular slab.
Wall load is given as uniform forces from load command. Stair case, toilet and terrace loads are given by selecting specific area.
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Load distribution in one way Slab
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Load distribution for two way Slab
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FLOOR LOAD
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ROOF LOAD
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SPECIFYING WALL LOAD
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WALL LOAD
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PARAPET WALL LOAD
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Seismic Definition as per IS:1893-2002(Part-1)
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TO FIND JOINT WEIGHT
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To take Joint Weight Separate window is opened and then wind load is deleted in
that window . In this window only dead load and live load is taken and then all the
nodes should be pinned except the fixed support at the bottom and then combination
should be given.
For Dead load more than 3.5KN/m
Combination=(DL+0.5LL)
For Dead load less than 3.5KN/m
Combination=(DL+0.25LL)
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Earth quake load in +X Direction in a typical frame
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Earth quake load in –X Direction in a typical frame
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Earth quake load in +Z Direction in a typical frame
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Earth quake load in –Z Direction in a typical frame
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Load combination as per IS: 1893-2002(Part-I)
In limit design of RCC and PSC structures the following load
combination shall be accounted 1.5(DL+LL)
1.2( DL+LL ± EL)
1.5(DL ± EL)
0.9DL ± 1.5EL
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3D MODEL OF STRUCTURE
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PERFORMING ANALYSIS:
Analysis is done for the primary and combination loading conditions provided.
Depending on the type of analysis option selected, different types of output files
are generated during the analysis process.
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POST PROCESSING AND OUTPUTS
If there are no errors in the input, the analysis is successfully completed. The
extensive facilities of the Post-processing mode can then be used to view the
results graphically and numerically
To assess the suitability of the structure from the safety, serviceability andefficiency
To create customized reports and plots
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Bending moments in the entire structure
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Bending moments in in a typical frame
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Shear forces in a typical frame
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Bending moments in a typical beam
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Shear forces in a typical beam
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Column loads in a typical column
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Column moments in a typical column
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Net load acting over each footing by respective columns
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DESIGN OF VARIOUS COMPONENTS
Design of Slabs
Design of Beams
Design of Columns
Design of Staircase
Design of Footing
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DESIGN OF SLABS
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SLABS
ONE WAY SLABS are those supported continuously on the opposite sides so that
the loads are carried along one direction only.
TWO WAY SLABS are those slabs that are supported continuously on all four
sides and are of such dimensions that the loads are carried to the supports
along both direction
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Continuous slab design
Continuous slabs are subjected to negative moments at supports and positive
moments at mid span. Hence the design is required at all critical sections.
Design procedure
Assume a depth of l/30 th span.
Effective span shall be found as explained in Clause 22.2 Pg 34&35 is 456:2000
Find design moment and shear force.
Design for moment .
Check for shear.
Check for deflection control.
Design main steel and distribution steel.
Sketch reinforcement details.
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DESIGN OF TWO WAY SLABS Dimension
Along X Lx
Along Z Ly
Bending moment coefficients for rectangular panels supported on four sides withprovision for torsion at corners are given in table 26 of IS 456:2000
Bending moments per unit width in a slab are given by
Mx = αx w lx2
My = αy w lx2
Moments are factored. Check for depth of slab
d= ((Mmax)/(0.138*f ck*b d) )0.5
Check whether Mu<Mulim and design as singly reinforced section
Then provide main reinforcement by calculating A st
along X direction
along
Z direction
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Now check for shear stress
determine pt=100A st/bd
from table 19 Pg 73 IS 456; find c
Since thickness of slab is less than 150 mm, enhance factor k=1.3 has toprovided
now v = Vu/bd
If v< c< cmax then shear reinforcement is not required.
Check for deflection control
for continuous slab (l/d)basic=26if (l/d)provided < (l/d) max deflection control is satisfactory.
Take care of crack width control
Provide reinforcement in edge strip, parallel to that edge with theminimum requirement=12% of overall depth
TORSION REINFORCEMENT
Provide torsion reinforcements at corners where two discontinuousedges meet.
Size of mesh = (1/5) short span
Area of torsional reinforcement = (3/4)A st max
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DESIGN OF TWO WAY SLAB
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DESIGN OF ONE WAY SLAB
R i f t d t il f th l b
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Reinforcement details of the slabs
Slab
no
End condition Dimension
c/c
m
ly/lx Type of
slab
Depth
mm
Reinforcement @ mid
span
Reinforcement @ support Distribution
bars
Along
shorter
direction
Along
longer
direction
Along
shorter
direction
Along longer
direction
1 One short
edge
discontinuous
4.545X3.605 1.26 Two way 120 10mm@
280c/c
10mm@
2 50c/c
10mm@
280c/c
10mm@
250c/c
2 Interior Panel 3.219X3.605 1.12 Two way 120 10mm@28
0c/c
10mm@
250c/c
10mm@
280c/c
10mm@
250c/c
3 Interior Panel 3.221X3.605 1.12 Two way 120 10mm@280c/c
10mm@250c/c
10mm@280c/c
10mm@250c/c
4 One short
edge
discontinuous
4.545X3.645 1.25 Two way 120 10mm@28
0c/c
10mm@
250c/c
10mm@
280c/c
10mm@
250c/c
5 Interior Panel 3.219X3.645 1.13 Two way 120 10mm@28
0c/c
10mm@
250c/c
10mm@
280c/c
10mm@
250c/c
6 Interior Panel 3.221X3.645 1.13 Two way 120 10mm@280c/c
10mm@250c/c
10mm@280c/c
10mm@250c/c
7 Interior Panel 4..545X3.645 1.25 Two way 120 10mm@28
0c/c
10mm@
250c/c
10mm@
280c/c
10mm@
250c/c
8 One short
edge
discontinuous
3.070X3.645 1.19 Two way 120 10mm@28
0c/c
10mm@
250c/c
10mm@
280c/c
10mm@
250c/c
9 One short 3.180X 1.43 Two 120 10mm@280c/c 10mm@250c/c 10mm@ 10mm@
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edge
discontinuous
4.545 way 280c/c 250c/c
10 Interior Panel 3.180X
3.219
1.01 Two
way
120 10mm@280c/c 10mm@250c/c 10mm@
280c/c
10mm@
250c/c
11 Interior Panel 3.180X
3.221
1.01 Two
way
120 10mm@280c/c 10mm@250c/c 10mm@
280c/c
10mm@
250c/c
12 Interior Panel 3.180X
4.545
1.43 Two
way
120 10mm@280c/c 10mm@250c/c 10mm@
280c/c
10mm@
250c/c
13 One short
edge
discontinuous
3.070X
3.180
1.03 Two
way
120 10mm@280c/c 10mm@250c/c 10mm@
280c/c
10mm@
250c/c
14 One short edge
discontinuous
1.835X3.070
Twoway
120 10mm@280c/c 10mm@250c/c 10mm@280c/c
10mm@250c/c
15 Interior Panel 3.605X
4.545
1.26 Two
way
120 10mm@280c/c 10mm@250c/c 10mm@
280c/c
10mm@
250c/c
16 One short
edge
discontinuous
3.070X
3.605
1.17 Two
way
120 10mm@280c/c 10mm@250c/c 10mm@
280c/c
10mm@
250c/c
17
One way slab
1.315X
4.545
3.46 One way 120 10mm@300c/c 8mm@340
c/c
18 One way slab 1.315X
3.219
2.45 One way 120 10mm@300c/c 8mm@340
c/c
19 One way slab 1.315X
3.221
2.45 One way 120 10mm@300c/c 8mm@340
c/c
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DESIGN OF BEAMS
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DESIGN OF CONTINOUS BEAMS
Use of SP-16 for design of beams. Charts 1-18 give the moment of resistance /meter width for varying depths &
varying % of steel, for various values of f ck (15, 20) using f y=250,415,500.
Tables 1-4 of SP-16 give the reinforcements percentage needed for various values
of Mu/bd2 & f
y, for f
ck= 15, 20, 25, 30.
Tables 5-44 of SP-16 give the moment of resistance /meter width of various
thickness of slabs for different bar diameters and spacing for various values of f y
and f ck
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Using IS 456:2000
Effective depth may be taken as 1/15th to 1/20th span.
The critical sections for design are usually at supports and in the midspan.
IS 456:2000 permits use of design bending moment and shear force coefficientsin Clause 22.5.1 and table12 & 13 Pg 36, but in our case we have ready BM andSF at various c/s by STAAD results.
Factored moments and shear forces are taken.
Design of longitudinal reinforcements
If Mu>M
ulimthe section has to be reinforced as doubly reinforced.
we can calculate A st required at various c/s – at supports, at midspan
Shear reinforcements are provided in the form of stirrups-2 legged or 4 legged
Check for deflection is done. if (l/d)provided < (l/d) max deflection control issatisfactory. Modification factors kt, kc, kf are given in fig 4,5,6 pg 38 IS456
Clear cover -25 mm
CLASSIFICATION OF BEAMS
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Type of beam Name of the member Size of the
beam
(mm)
Max +ve BM
(kN-m)
Max –ve BM
(kN-m)
Max shear
Force
(KN)
B1
811,821,831,842,843,844,984,845,846,987,848,849,820,840
,219,224,314,319,409,414,504,509 230 X 450 22.4 61 64.2
B2 841,1172,1173,850,235,425,520 230 X 450 18 44.8 54.07
B3
861,911,961,981,991,921,931,881,891,862,882,892,912,922
,932,962,982,992,913,933,864,894,914,934,964,994,905,91
5,945,955,906,916,946,956,867,897,917,937,96,997,918,93
8,869,889,899,919,929,939,969,125,129,130,230,317,325,3
27,330,412,420,422,1170,507,515,517599,600,602,604,605,
1041,995,996,1050,227,322,417,512
230X 450 18.9 54.5 60.62
B4
1011,1021,1031,1043,887,1048,
1049,1020,1040,220,225,315,320,
410,415,505,510,971,871,972,893,
993,884,974,1044,815,835,816,836
847,977,1047,898,998,979,830,880
980,115,120,127,222,590,595,596,
230 X 450 21.7 63.4 65
B5 132,133,134,135,136,137,138,139,140,1148,228,229,231,23
3,234, 1150,323,324,326,328,329,418,419
421,423,1182,1175,1178,513,514,
516,518,519,607,608,609,610,611,612,613,614,615,1051,10
01,941, 951,901,851,852,902,942,952,1002
1052,853,903,943,853,1003,1053,
854,904,944,954,1004,1054,855,
1151,1183,1055,856,1149,1006,
1184,1056,857,907,947,1054,855,
1151,1183,1055,856,1149,1006,
1184,1056,857,907,947,957,1007,
1057,858,908,948,958,1008,1058,859,909,949,959,1009,1059,860, 910,950,960,1010,1060
230 X 450 9.5 32.9 32.3
812,832,813,833,983,814,834,826,837,818,838,
988 819 839 111 192 197 201 206 210 287 292 2
230X 450 26.52 71 77.7
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B6 988,819,839,111,192,197,201,206,210,287,292,2
96,301,305,382,387,391,396,400,477,482,486,4
91,872,863,963,874,924,925,1152,1045,926,115
3,1046,877,927,868,968,879,1030,106,112,116,1
18,121,308,385,394,403,1155, 1160,
1165,498,575,581,582,584,586,587,591,593,825
,1162,1163,97,102,123,126,215,310,405,495,500
,572,
577,603,935,965,985,936,966,986,1157,1158,11
67,1168
B7
822,1022,823,873,973,1023,824,
1014,1024,865,875,885,1025,866,
876,886,1026,817,827,1017, 1027
,828,878,978,1028,829,1029,99, 100,
108,109,114,117,119,213,218,290,299,316,318,4
11,413,480,483,574,576,583,585,589,592,594,5
97,1012,1032,883,1013,1033,1034,895,1015,
1035,896,1016,1036,1037,888, 1018,
1038,1019,98,103,107,207,211,216,302,306,311,397,401,406,487,492,496,501,573,578,975,976,
193,198,202,288,293,297,383,388,392,478,483,
128,131,598,601,606,204,221,226,321,416,508,
511
230 X 450 29.4 86.3 85.6
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REINFORCMENT DETAILS OF BEAMS
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Type of
beam
Name of the member Size of
the
beam
(mm)
Reinforcement
+ve BM
(kN-m)
Reinforcement
-ve BM
(kN-m)
Reinforcement
shear force
Starting Curtailed
B1
811,821,831,842,843,844,984,845,846,987,
848,849,820,840,219,224,314,319,409,414, 504,509
230 X
450
4 bars of 12mm 5 bars of
12mm
3 bars of
12mm
8 mmФ @150c/c
B2 841,1172,1173,850,235,425,520 230 X
450
3 bars of 12mm 4 bars of
12mm
3 bars of
12mm
8 mmФ @150c/c
B3
861,911,961,981,991,921,931,881,891,862,
882,892,912,922,932,962,982,992,913,933,
864,894,914,934,964,994,905,915,945,955,
906,916,946,956,867,897,917,937,967,997,
918,938,869,889,899,919,929,939,969,125,
129,130,230,317,325,327,330,412,420,422,
1170,507,515,517599,600,602,604,605,1041,
995,996,1050,227,322,417,512
230 X
450
4 bars of 12mm 4 bars of
12mm
3 bars of
12mm
8 mmФ @150c/c
B4
1011,1021,1031,1043,887,1048,1049,1020,1040,220,225,315,320,
410 415 505 510 971 871 972 893
230 X450
5 bars of 12mm 5 bars of 12mm
3 bars of 12mm
8 mmФ @150c/c
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410,415,505,510,971,871,972,893,
993,884,974,1044,815,835,816,836
847,977,1047,898,998,979,830,880
980,115,120,127,222,590,595,596,
B5 132,133,134,135,136,137,138,139,140,1148,
228,229,231,233,234,1150,323,324,326,328,
329,418,419,421,423,1182,1175,1178,513,514,
516,518,519,607,608,609,610,611,612,613,
614,615,1051,1001,941,951,901,851,852,902,942,952,100
2,1052,853,903,943,853,1003, 1053,
854,904,944,954,1004,1054,855,
1151,1183,1055,856,1149,1006,
1184,1056,857,907,947,1054,855,
1151,1183,1055,856,1149,1006,1184,1056,857,907,947,957,1007,
1057,858,908,948,958,1008,1058,
859,909,949,959,1009,1059,860, 910,950,960,1010,1060
230 X
450
3 bars of 12mm 3 bars of
12mm
3 bars of
12mm
8 mmФ @150c/c
B6
812,832,813,833,983,814,834,826,837,818,
838,988,819,839,111,192,197,201,206,210,287,292,296,301,305,382,387,391,396,400,
477,482,486,491,872,863,963,874,924,925,
1152,1045,926,1153,1046,877,927,868,968,
879,1030,106,112,116,118,121,308,385,394,
403,1155,1160,1165,498,575,581,582,584,586,587,591,59
3,825,1162,1163,97,102,123,126,
215,310,404,495,500,572,577,603,935,965, 985,936,966,
986,1157,1158,1167,1168
230 X
450
5 bars of 12mm 6 bars of
12mm
4 bars of
12mm
8 mmФ @150c/c
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Typical Beam Design
BEAM 4
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3645.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 911.2 mm 1822.5 mm 2733.7 mm 3645.0 mm
----------------------------------------------------------------------------
TOP 459.52 257.46 257.46 257.46 257.46
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 257.46 257.46 257.46 257.46 462.63
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 911.2 mm 1822.5 mm 2733.7 mm 3645.0 mm
----------------------------------------------------------------------------
TOP 5-12í 3-12í 3-12í 3-12í 3-12í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 3-12í 3-12í 3-12í 3-12í 5-12í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 150 mm c/c @ 150 mm c/c @ 300 mm c/c @ 150 mm c/c @ 150 mm c/c----------------------------------------------------------------------------
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Typical Beam Drawing
5#12mmØ 3#12mmØ8mmØ
@150c/c
8mmØ@150c/c
AtSupport
At midspan AtSupport
8mmØ@150c/c
4#12mmØ
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DESIGN OF Columns
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DESIGN OF COLUMN
There are three cases in columns:
Axially loaded short columns
Column subjected to combined axial load and uniaxial moment
Column subjected to combined axial load and biaxial moments
Effective length of compression members is as given in table 28 of is 456:2000.
The load on the column may be cental or eccentric. check for slenderness.
Using SP 16 chart no:48,50,63 design of longitudial reinforcements
Diameter of main and secondary bars
Assign the above properties to the members along Y
Provide clear cover of 25mm around.
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Classification of columnsGround And First Floor
Type of
column
Column number Size of
column
Pu
(KN)
Mx
(KN-m)
Mz
(KN-m)
C1 141,151,236,246,331,341,426,436,521,531,616,626,152,247,332,342,427,437,532,627,413,153,
238,248,333,343,428,438,523,533,618,628,154,
249,334,344,429,439,534,629,155,345,430,440,
1154,525,535,620,630,156,346,431,441,1156,526
536,621,631,157,252,337,347,432,442,537,632,
148,158,243,253,338,348,433,443,528,538,623,
633,159,254,339,349,434,444,539,634,150,160,
245,255,340,350,435,445,530,540,625,635.
300X600 1008 52.28 61.52
C2 142,617,237,522,144,239,524,619,145,240,250,
335,146,241,251,336,147,242,527,622,149,244,
529,624.
300X600 1325 56.57 10.46
C3 1159,1161 300X600 630.87 42.59 6.38
Rest of the Floors
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Type of
column
Column number Size of
column
Pu
(KN)
Mx
(KN-m)
Mz
(KN-m)
C4 161,171,181,256,266,276,351,361,371,446,456,
466,541,551,561,636,646,656,172,182,267,677,
362,372,457,467,552,562,647,657,163,173,183,
258,268,278,353,363,373,448,458,468,543,553,
563,638,648,658,174,184,269,279,364,374,459,
469,554,564,649,659,175,185,1144,270,280,1146
365,375,450,460,470,1180,1164,1169,1174,1177
555,565,640,650,660,176,186,1145,271,281,1147366,376,451,461,471,1181,1166,1171,1176,1179
556,566,641,650,660,176,186,1145,271,281,1147
366,376,451,461,471,1181,1166,1171,1176,1179
556,566,641,651,661,177,187,272,282,367,377,
462,472,557,567,652,662,168,178,188,263,273,
283,358,368,378,453,463,473,548,558,568,643,
653,663,179,189,274,284,369,379,464,474,559,
569,654,664,170,180,190,265,275,285,360,370,380,455,465,475,550,560,570,645,655,665.
300X600 551 44.12 11.59
C5 162,257,352,447,542,637,164,259,354,449,544,
639,165,260,355,545,166,261,356,546,167,262,
357,452,547,642,169,264,359,454,549,644..
300X600 741.77 63.93 23.00
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DESIGN OF COLUMN
COLUMN C2
M25 Fe500 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 50.0 mm
REQD. STEEL AREA : 3888.00 Sq.mm.
MAIN REINFORCEMENT : Provide 16 - 20 dia. (2.18%, 3926.99 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c
SECTION CAPACITY (KNS-MET)
--------------------------
Puz : 3439.26 Muz1 : 155.67 Muy1 : 68.49
INTERACTION RATIO: 0.93 (as per Cl. 39.6, IS456:2000)
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DESIGN OF COLUMNS
REINFORCMENT DETAILS OF COLUMNSGROUND AND FIRST FLOOR
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GROUND AND FIRST FLOOR
Type of
column
Column number Size of
column
Main
Reinforcement
Transverse
reinforcement
C1 141,151,236,246,331,341,426,436,521,531,616,
626,152,247,332,342,427,437,532,627,413,153,
238,248,333,343,428,438,523,533,618,628,154,
249,334,344,429,439,534,629,155,345,430,440,
1154,525,535,620,630,156,346,431,441,1156,526
536,621,631,157,252,337,347,432,442,537,632,148,158,243,253,338,348,433,443,528,538,623,
633,159,254,339,349,434,444,539,634,150,160,
245,255,340,350,435,445,530,540,625,635.
300X600 12#20mmø 8mmø
@300mmc/c
C2 142,617,237,522,144,239,524,619,145,240,250,335,146,241,251,336,147,242,527,622,149,244,
529,624.
300X600 16#20mmø 8mmø@300mmc/c
C3 1159,1161 300X600 8#20mmø 8mmø
@300mmc/c
REST OF THE FLOORS
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Type of
column
Column number Size of
column
Main
Reinforcement
Transverse
reinforcement
C4 161,171,181,256,266,276,351,361,371,446,456,466,541,551,561,636,646,656,172,182,267,677,
362,372,457,467,552,562,647,657,163,173,183,
258,268,278,353,363,373,448,458,468,543,553,
563,638,648,658,174,184,269,279,364,374,459,
469,554,564,649,659,175,185,1144,270,280,1146
365,375,450,460,470,1180,1164,1169,1174,1177
555,565,640,650,660,176,186,1145,271,281,1147
366,376,451,461,471,1181,1166,1171,1176,1179
556,566,641,650,660,176,186,1145,271,281,1147
366,376,451,461,471,1181,1166,1171,1176,1179
556,566,641,651,661,177,187,272,282,367,377,
462,472,557,567,652,662,168,178,188,263,273,
283,358,368,378,453,463,473,548,558,568,643,653,663,179,189,274,284,369,379,464,474,559,
569,654,664,170,180,190,265,275,285,360,370,
380,455,465,475,550,560,570,645,655,665.
300X600 8#20mmø 8mmø@300mmc/c
C5 162,257,352,447,542,637,164,259,354,449,544,
639,165,260,355,545,166,261,356,546,167,262,
357,452,547,642,169,264,359,454,549,644..
300X600 12#20mmø 8mmø
@300mmc/c
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DESIGN OF FOOTING
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DESIGN OF FOOTING
Define Parameters
Footing dimension
Safe bearing capacity of soil
Factor of safety-overturning
Factor of safety-sliding
Vertical load
Lateral load
Moments along X – Y axis
Material data
Reinforcement details
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Design of isolated footing
Depth of footingh=p/w((1-sinө)/(1+sinө))2
where ө angle of friction of soil
p safe bearing capacity
w unit weight of soil
Load on soil = P+10%P
where P axial load Determine the minimum depth required from the consideration of
BM, Single shear, Double shear.
Reinforcement in footing-in longer direction and shorter direction.
Check for shear stresses.
Reinforcement details.
Classification of footing
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Type of footing Footing number Pu(KN) Mx(KN-m) Mz(KN-m) Fx(KN) Fz(KN)
F1 A6,C6,H6,J6,A5,J5,A4,C4,H4,J4,A3,C3,H3
,J3,A2,J2,A1,C1,H1,J1
980 61.47 50.956 31.82 27.581
Isolated footing
F2 B6,D6,E6,F6,G6,I6,B5,C5,D5,G5,H5,I5,B4,
D4,E4,F4,G4,I4,B3,D3,G3,I3,B2,C2,D2,E2,
F2,G2,H2,I2,B1,D1,E1,F1,G1,I1..
1180 60.85 55.314 36.48 58.59
Isolated footing
F3 E5,F5 1350 67.5 56.6 37.05 33.53
Isolated footing
F4 E3-E2’
F3-F2’
810
670
72
71
53.75
45
34
26.5
38
37.7
Combined footing
Details of footing
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Type of
footing
Dimensions of
footing
(m)
Depth of
foundation
(m)
Thickness of footing
(m) Reinforcement along
shorter span
Reinforcement along longer
spanAt edge At face
of
column
F-1 2.3X2.3 1.5 0.5 0.75 12mmФ @135mmc/c 12mmФ @140mmc/c
F-2 2.5X2.5 1.5 0.5 0.75 12mmФ @135mmc/c 12mmФ @140mmc/c
F-3 2.6X2.6 1.5 0.5 0.75 12mmФ @135mmc/c 12mmФ @140mmc/c
Type of
footing
Dimensions
of footing
(m)
Depth of
foundation
(m)
Slab
thickness
(m)
Beam
dimensions
(m)
Reinforcement in slab Reinforcement in beam
Main bars Distribution
bars
Main bars Shear
reinforceme
nt
F-4 2.85 X 4 1.5 0.675 0.3X0.8 12mmФ
@155mmc/c
10mmФ
@75mmc/c
5#25mmФ at
bottom
4leg vertical
stirrups of
8mmФ at
170mm c/c
Combined footing
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Detailing in a typical footing
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DESIGN OF STAIRCASE
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DESIGN OF STAIRCASE
Define Parameters
Type of staircase-2 flight
Floor height
Stair type for 2 flight-dog legged
Width of waist slab
Depth of waist slab
Stair hall dimension
Height of riser
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Allowable ratio of thread/rise
Beam location
Width of support
Load data
Material data
Reinforcement data
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PLAN OF STAIRCASE
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SUMMARY
Analysis and design of residential building proposed to be constructed . The proposed
building is in the shape of a rectangle which consists of all the amenities required for a
residential building. One staircase and one lifts are provided for vertical movement
between various floors. The analysis is carried out by using a package called STAAD Pro,
and
seismic load is also considered.M20 grade concrete and Fe415 (HYSD) steel bars are used
as construction materials for structural elements. Design of structural elements is
carried out by limit state approach using IS456-2000 and SP-16.
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Conclusion
There are three methods to design RCC structures (working stress
method, ultimate method, and limit state method) out of which the limit
state method gives an adequate section to satisfy strength and serviceability
hence we have adopted the limit state method of design.
In this project earthquake force is taken along with dead load and live
load. For all the combinations of loads the classical method such as Kani’s
method, moment distribution method etc are not suitable hence the STAAD
program was used for the analysis of the structure for all the loading
combinations.
The detailing of reinforcement is made as per IS- SP34 code provision
which provides ductility to the structure and hence better performance.
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