Finar Seminar 1

7/30/2019 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



CONTENTS

INTRODUCTION

TYPE OF STRUCTURE

PRELIMINARY DESIGN

LOADINGS

ANALYSIS

DESIGN

CONCLUSION

REFERENCE



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)



METHODS OF ANALYSIS

Kani’s method

Slope deflection method

Moment area method



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.



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.



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



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)



ANALYSIS

Model

Assigning of Structural Properties

Assigning of Supports

Assigning of Loads to different member

Different Load combination

Perform Analysis

Run Analysis

Output



Model of Structure



SPECIFYING MEMBER PROPERTIES

For beams 230 × 230mm

230 × 450mm

For columns 300 × 600mm

Slab thickness 120mm



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.



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.



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



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)



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.



Load distribution in one way Slab



Load distribution for two way Slab



FLOOR LOAD



ROOF LOAD



SPECIFYING WALL LOAD



WALL LOAD



PARAPET WALL LOAD



Seismic Definition as per IS:1893-2002(Part-1)



TO FIND JOINT WEIGHT



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)



Earth quake load in +X Direction in a typical frame



Earth quake load in –X Direction in a typical frame



Earth quake load in +Z Direction in a typical frame



Earth quake load in –Z Direction in a typical frame



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



3D MODEL OF STRUCTURE



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.



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



Bending moments in the entire structure



Bending moments in in a typical frame



Shear forces in a typical frame



Bending moments in a typical beam



Shear forces in a typical beam



Column loads in a typical column



Column moments in a typical column



Net load acting over each footing by respective columns



DESIGN OF VARIOUS COMPONENTS

Design of Slabs

Design of Beams

Design of Columns

Design of Staircase

Design of Footing



DESIGN OF SLABS



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



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.



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



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



DESIGN OF TWO WAY SLAB



DESIGN OF ONE WAY SLAB

R i f t d t il f th l b



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@



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


3.221

1.01 Two

way

120 10mm@280c/c 10mm@250c/c 10mm@

280c/c

10mm@

250c/c


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


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



DESIGN OF BEAMS



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



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



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



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



REINFORCMENT DETAILS OF BEAMS



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


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


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



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


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


12mm

4 bars of

12mm

8 mmФ @150c/c



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----------------------------------------------------------------------------



Typical Beam Drawing

5#12mmØ 3#12mmØ8mmØ

@150c/c

8mmØ@150c/c

AtSupport

At midspan AtSupport

8mmØ@150c/c

4#12mmØ



DESIGN OF Columns



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.



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



Type of

column


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



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)



DESIGN OF COLUMNS

REINFORCMENT DETAILS OF COLUMNSGROUND AND FIRST FLOOR



GROUND AND FIRST FLOOR

Type of

column


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



Type of

column


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



DESIGN OF FOOTING



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



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



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



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



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



Detailing in a typical footing



DESIGN OF STAIRCASE



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



Allowable ratio of thread/rise

Beam location

Width of support

Load data

Material data

Reinforcement data



PLAN OF STAIRCASE



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.



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.

Finar Seminar 1

Documents

Transcript of Finar Seminar 1