Analysis and Design of Residential Building Implementing Flat Slab Using Staad Pro

CHAPTER - 1

CHAPTER - 1

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In general normal frame construction utilizes columns, slabs &Beams. In general normal frame construction utilizes columns, slabs &Beams. However it may be possible to undertake construction without providing beams, However it may be possible to undertake construction without providing beams, In such a case the frame system would consist of slab and column without

In such a case the frame system would consist of slab and column without  beams. These types of slabs are called flat

 beams. These types of slabs are called flat slab, since their behavior resemblesslab, since their behavior resembles the bending of flat plates.

the bending of flat plates.

The term flat slab means a reinforced concrete slab with or without drops, The term flat slab means a reinforced concrete slab with or without drops, supported generally without beams, by

supported generally without beams, by columns with or without flared columncolumns with or without flared column heads. 

heads.  flat slab may be solid flat slab may be solid slab or may have slab or may have recesses formed on recesses formed on the soffit sothe soffit so that the soffit comprises a series of ribs in two directions.

that the soffit comprises a series of ribs in two directions.

The recesses may be formed by removable or permanent filler blocks. The recesses may be formed by removable or permanent filler blocks.

1.2TYPES OF FLAT SLABS: 1.2TYPES OF FLAT SLABS:

There are three different kind of flat slabs There are three different kind of flat slabs



 !lat slab without drop and column head.!lat slab without drop and column head.



 !lat slab with column head and no drop.!lat slab with column head and no drop.



 !lat slab with column head and drop.!lat slab with column head and drop.

COMPONENTS OF FLAT SLABS: COMPONENTS OF FLAT SLABS: DROPS:

DROPS:

To

To resist the punching shear resist the punching shear which is predominant at the which is predominant at the contact of slabcontact of slab and column "upport, the drop dimension should not be less than one #third of and column "upport, the drop dimension should not be less than one #third of

1

1..1

1

IIN

NT

TR

RO

OD

DU

UC

CT

TIIO

ON

N

In general normal frame construction utilizes columns, slabs &Beams. In general normal frame construction utilizes columns, slabs &Beams. However it may be possible to undertake construction without providing beams, However it may be possible to undertake construction without providing beams, In such a case the frame system would consist of slab and column without

In such a case the frame system would consist of slab and column without  beams. These types of slabs are called flat

 beams. These types of slabs are called flat slab, since their behavior resemblesslab, since their behavior resembles the bending of flat plates.

the bending of flat plates.

The term flat slab means a reinforced concrete slab with or without drops, The term flat slab means a reinforced concrete slab with or without drops, supported generally without beams, by

supported generally without beams, by columns with or without flared columncolumns with or without flared column heads. 

heads.  flat slab may be solid flat slab may be solid slab or may have slab or may have recesses formed on recesses formed on the soffit sothe soffit so that the soffit comprises a series of ribs in two directions.

that the soffit comprises a series of ribs in two directions.

The recesses may be formed by removable or permanent filler blocks. The recesses may be formed by removable or permanent filler blocks.

1.2TYPES OF FLAT SLABS: 1.2TYPES OF FLAT SLABS:

There are three different kind of flat slabs There are three different kind of flat slabs



 !lat slab without drop and column head.!lat slab without drop and column head.



 !lat slab with column head and no drop.!lat slab with column head and no drop.



 !lat slab with column head and drop.!lat slab with column head and drop.

COMPONENTS OF FLAT SLABS: COMPONENTS OF FLAT SLABS: DROPS:

DROPS:

To

To resist the punching shear resist the punching shear which is predominant at the which is predominant at the contact of slabcontact of slab and column "upport, the drop dimension should not be less than one #third of and column "upport, the drop dimension should not be less than one #third of  panel length in that $irecti

 panel length in that $irection.on.

COLUMN HEADS: COLUMN HEADS:

2 2

%ertain amount of negative moment is transferred from the slab to the %ertain amount of negative moment is transferred from the slab to the column at the support. To resist this negative moment the area at the suppor column at the support. To resist this negative moment the area at the suppor tt needs to be increased.

needs to be increased. This is facilitated by providing column capitalheadsThis is facilitated by providing column capitalheads

COLUMN STRIP : COLUMN STRIP :

%olumn strip means a design strip having a width of '.() I,, but not %olumn strip means a design strip having a width of '.() I,, but not greater than '.() I, on each side of the column centre#line, where I, is the span greater than '.() I, on each side of the column centre#line, where I, is the span in the direction moments are being determined, measured centre to centre of in the direction moments are being determined, measured centre to centre of supports and I, is the #span transverse to I

supports and I, is the #span transverse to I

MIDDLE STRIP : MIDDLE STRIP :

*iddle strip means a design strip bounded on each of its opposite sides *iddle strip means a design strip bounded on each of its opposite sides  by the column strip.

 by the column strip.

PANEL: PANEL:

+anel means that part of a slab bounded on#each of its four sides by the +anel means that part of a slab bounded on#each of its four sides by the centre #line of a %olumn or centre#lines of adacent#spans.

Fig 1 Flat slab it! "#$% %a&'l (

Fig 1 Flat slab it! "#$% %a&'l ( )$l*+& !'a")$l*+& !'a"

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1., AB

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"T$ +ro (''- is the most popular structural engineering software  product for $ model generation, analysis and multi#material design. It has an

intuitive, user#friendly /0I, visualization tools, powerful analysis and design facilities and seamless integration to several other modeling and design software products. The software is fully compatible with all 1indows operating systems but isoptimizedfor1indows2.

!or static or dynamic analysis of bridges, containment structures, embedded structures 3tunnels and culverts4, pipe racks, steel, concrete, aluminum or timber buildings, transmission towers, stadiums or any other  simple or comple5 structure, "T$ +ro has been the choice of design  professionals around the world for their specific analysis needs

1.- O_ER _ALL PROCE_DUR E I_N /OR0 I_N /ITH _ST_AAD.PRO

1..1 MO_DELE_NER _ATIO_N:

There are two methods for building a model and assigning the structure data using "T$ +ro.

a. 0sing the command file

 b. 0sing the graphical model generation mode or graphical user interface 3/0I4.

1..2 PER FOR MI_N _ANAL_YSI_{S AND D}E_SI_N

"T$ offers two analysis engines 6 the "T$ engine for  general purpose "tructural nalysis and $esign and the "T7$89: engine

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The +ost +r ocessing mode of "T$ offers facilities for on# screen

visualization and verification of the analysis and design results. It allows displacements, forces, stresses, etc# both graphically and numerically.

1. OB3ECTIES

 To analyze the properties of flat slab in residential buildings.

 nalyze and design using "T$$ pro.

CHAPTER -2

 proect to determine the most economical slab between flat slab with drop, !lat slab without drop and grid slab.

I##'g*la# 5lat slabs "'sig&'" a))$#"i&g t$ st#*)t*#al +'+b#a&' a%%#$a)!

=. Baskaran 3(''4 carried out a work on $epartment of %ivil :ngineering, 0niversity of *oratuwa, "ri >anka.

R'6i' a&" D'sig& $5 Flat Plat'7Slabs C$&st#*)ti$& i& I&"ia

/owda 9 Bharath? /owda ". B. 7avishankar? .@ %handrashekar 3(''A4 carried out a work on the use of flat plateslab construction in India and their applications in buildings.

A&al4sis a&" "'sig& $5 Flat slabs *si&g 6a#i$*s )$"'s

B..7ahman, C.C.@iay, *.nitha, 3(''-4 International Institute of Information TechnologyD ,Hyderabad . In their design of !lat slab they have implemented the use of $rops and %olumn heads.

E6al*ati$& a&" '&!a&)i&g t!' %*&)!i&g s!'a# #'sista&)' $5 5lat slabs *si&g IS C$"'s

 9."ubramanian 3('')4 carried out a work on the use of flat slabs

improves the punching shear resistance allowing higher forces to be transferred through the slab column connection. In this paper, the evaluation of punching shear resistance of flat slabs with respect to some of the maor codes of

 practices.

1ith reference to these literatures we have studied that flat slabs are constructed in s;uare or rectangular type we are going to implement it as a circular flat slab in a circular shaped residential building.

CHAPTER ,

!ig  +lan of first floor 

,.2 LOAD CALCULATION

 "elf weight of slab F .-) k9mG

 $ead load due to e5tra thickness of slab at drops F A.() k9mG

 >ive load F <.'' k9mG

 !inishes F A.'' k9mG

 Total load F A' k9mG

 !actored load F A) k9mG

 >oad combination FA.) 3lldl4

!ig  !igure showing $ view of load acting on the building

,. ANALYSED RESULT USIN STADD PRO

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C O L U M N N O.43 D E S I G N R E S U L T S

M30 Fe415 (Mai! Fe415 (Se".!

LENGT#$ 3000.0 %% CROSS SECTION$ 450.0 %% & 600.0 %% CO'ER$ 40.0 %%

 GUIDING LO)D C)SE$ 2 END *OINT$ 1 TENSION COLUMN

RE+D. STEEL )RE) $ 2160.00 S,.%%. RE+D. CONCRETE )RE)$ 267840.00 S,.%%.

M)IN REINFORCEMENT $ -/ie 20  12 ia. (0.84 2261.95 S,.%%.! (E,a ii:e!

TIE REINFORCEMENT $ -/ie 8 %% ia. e"a;a ie < 190 %% ""

SECTION C)-)CIT> ?)SED ON REINFORCEMENT RE+UIRED (@NSMET!   

-A $ 4288.14 MA1 $ 194.91 M1 $ 141.60

INTER)CTION R)TIO$ 0.01 (a Be C. 39.6 IS456$2000!

C O L U M N N O. 54 D E S I G N R E S U L T S

M30 Fe415 (Mai! Fe415 (Se".!

LENGT#$ 3000.0 %% CROSS SECTION$ 450.0 %% & 600.0 %% CO'ER$ 40.0 %%

 GUIDING LO)D C)SE$ 2 END *OINT$ 12 TENSION COLUMN

RE+D. STEEL )RE) $ 2160.00 S,.%%. RE+D. CONCRETE )RE)$ 267840.00 S,.%%.

M)IN REINFORCEMENT $ -/ie 20  12 ia. (0.84 2261.95 S,.%%.! (E,a ii:e!

TIE REINFORCEMENT $ -/ie 8 %% ia. e"a;a ie < 190 %% ""

SECTION C)-)CIT> ?)SED ON REINFORCEMENT RE+UIRED (@NSMET!   

-A $ 4288.14 MA1 $ 194.75 M1 $ 141.49

INTER)CTION R)TIO$ 0.01 (a Be C. 39.6 IS456$2000!

SECTION C)-)CIT> ?)SED ON REINFORCEMENT -RO'IDED (@NSMET!   

ORST LO)D C)SE$ 2

END *OINT$ 54 -A $ 4318.49 MA $ 203.79 M $ 147.90 IR$ 0.01

ST))D S-)CE  -)GE NO. 19

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C O L U M N N O.62 D E S I G N R E S U L T S

M30 Fe415 (Mai! Fe415 (Se".!

LENGT#$ 3000.0 %% CROSS SECTION$ 600.0 %% ia. CO'ER$ 40.0 %%

 GUIDING LO)D C)SE$ 2 END *OINT$ 20 TENSION COLUMN

ST))D S-)CE  -)GE NO. 24

RE+D. STEEL )RE) $ 2261.95 S,.%%. RE+D. CONCRETE )RE)$ 280481.41 S,.%%.

M)IN REINFORCEMENT $ -/ie 21  12 ia. (0.84 2375.04 S,.%%.! (E,a ii:e!

TIE REINFORCEMENT $ -/ie 8 %% ia. "i"a ie < 190 %% ""

SECTION C)-)CIT> ?)SED ON REINFORCEMENT RE+UIRED (@NSMET!   

-A $ 4490.53 MA1 $ 183.79 M1 $ 183.79

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74. DESIGN ?E)M 61 67 TO 90 109 115 TO 138

ST))D S-)CE  -)GE NO. 44

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? E ) M N O. 61 D E S I G N R E S U L T S

M30 Fe415 (Mai! Fe415 (Se".!

LENGT#$ 3000.0 %% SIE$ 450.0 %% & 600.0 %% CO'ER$ 25.0 %%

SUMM)R> OF REINF. )RE) (S,.%%!

     SECTION 0.0 %% 750.0 %% 1500.0 %% 2250.0 %% 3000.0 %%    TO- 525.36 525.36 525.36 525.36 525.36 REINF. (S,. %%! (S,. %%! (S,. %%! (S,. %%! (S,. %%! ?OTTOM 525.36 525.36 525.36 525.36 525.36 REINF. (S,. %%! (S,. %%! (S,. %%! (S,. %%! (S,. %%!   

SUMM)R> OF -RO'IDED REINF. )RE)

  

  SECTION 0.0 %% 750.0 %% 1500.0 %% 2250.0 %% 3000.0 %%   

TO- 710 710710710710 

REINF. 1 ae(! 1 ae(! 1 ae(! 1 ae(! 1 ae(!

?OTTOM 710 710 710 710 710  

REINF. 1 ae(! 1 ae(! 1 ae(! 1 ae(! 1 ae(!

S#E)R 2 e;;e 8 2 e;;e 8 2 e;;e 8 2 e;;e 8 2 e;;e 8 

REINF. < 200 %% "" < 200 %% "" < 200 %% "" < 200 %% "" < 200 %% ""

  

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,. DESIN

,..1 DESIN OF FLAT SLABS

0ltimate load of flat slab FA) =9mG +anel size F <.-)J<.-) m $iameter of flat slab column F ''mm

$imension of drop of flat slab F A'''JA''' mm Thickness of slab F A)' mm

Thickness at drops F ('' mm

8i9 C$l*+& st#i% +$+'&ts

+ositive bending moment F ( =9.m  9egative bending moment F ' =9.m

8ii9 Mi""l' st#i% +$+'&ts

+ositive bending moment FA2. =9.m  9egative bending moment FA2. =9.m

C!') 5$# s!'a#

"hear force F A<.K =9 "hear force metre width of

 perimeter ,@u F-'.2( =9m

tv F@uL3bJd4

F '.<A 9mm(

= sJtc FA.A( 9mm(

TvM= sJtc

Hence shear is safe

%olumn strip provide A( mm  N (-' mm cc

*iddle strip provide A( mm N '' mm cc

,.., DESIN OF RIN BEAM:

 "ize of ring beam F ''J<)' mm

 "elf weight F )-.- =9

 0niformly distributed load F ).' =9m

 9egative bending F A(.2K =9.m moment at support

 +ositive B.* at centre of F .<K =9.m span

 Torsion moment FA.(K =9.m

 "hear force at support F total load  (Jno of column F K.< =9.m

 "hear resisted by concrete F tcJbJd LA'''

F <.( =9

 @us F @#3tcJbJd4

F .-- =9

F'.' 9mm(

 Top reinforcement  #A(mm dia.

 Torsion reinforcement  # A( mm dia.

 Bottom reinforcement (#A mm dia.

 +rovide (#A' mm dia Hanger bar.

 +roviding (#leg 2mm N A-)mm cc N shear reinforcement.

,.. DESIN OF COLUMN

FOR C1

 $imension of column F <)'J'' mm

 Total load F AK.2-K =9

 >oad on each column F A2.2K =9

 "elf weight of column F A.) =9

 Total load on column F ('(.(K =9

 !actored load F '.-) =9

 *oment ,* F load J distance F . =9.m

 *55F*yy F .=9m

 :;uivalent moment FA.A) 3*55(*yy(4A(

F)K.' =9.m

 By using chart << of "+ A

*uPA F *u8A F .'<) =9.m  +uz F '.<) Jf ck Jc'.-)Jf yJsc F )('.'<JA' ₉  +u F '.')- 9  +uM ( "o Qn FA  3*uP*uPA43*u8*u8A4F'.K

 "ince the value is less than A, It is safe against bya5ial bending

 +rovide 2 noRs A mm as longitudinal reinforcement and 2 mm lateral

ties as '' mm cc

FOR C2

 $imension of column F '' mm

 Total load F AK.2-K =9

 >oad on each column F A2.2K =9

 "elf weight of column F A.) =9

 Total load on column F ('(.(K =9

 !actored load F'.-) =9

 *oment ,* F load J distance F . =9.m

 *55F*yy F .=9m

 :;uivalent moment FA.A) 3*55(*yy(4A(

F)K.' =9.m

 By using chart << of "+ A

*uPA F *u8A F .'<) =9.m  +uz F '.<) Jf ck Jc'.-)Jf yJsc F )('.'<JA' ₉  +u F '.')- +uM ( "o Qn FA  3*uP*uPA43*u8*u8A4F'.K

 "ince the value is less than A, It is safe against bya5ial bending

 +rovide 2 noRs (' mm  as longitudinal reinforcement

 !actored load FA2-.( =9

 *oment ,* F load J distance F A'.( =9.m

 :;uivalent moment FA.A) 3*55(*yy(4A(

FA.)2=9.m

 By using chart << of "+ A

*uPA F *u8A F A'.') =9.m

 +uz F '.<) Jf ck Jc'.-)Jf yJsc F A-<.<JA' ₉  +u F '.'( 9  +uM ( "o Qn FA  3*uP*uPA43*u8*u8A

4F'.- "ince the value is less than A, It is safe against bya5ial bending

 +rovide  noRs A mm  aslongitudinalreinforcement

 Provide 8mm l ateral ties @ 300 mm c/c

,.. DESIN OF FOOTIN:

 Total load F (( =9.

 ".B.% of soil F )' =9m(

 0ltimate bearing capacity F -) =9m(

 "ize of footing F (mJA.)m.

 5ial factored load F('(.(K =9

 +u F a5ial factored load L size of footing F-=9mG.

 Bending moment F +ul( (

FA'.) =9.m 3for shorter side4 F A.<) =9.m 3for longer side4

 $epth of footing F*u '.A2- f ck b

F)' mm

 tv F'.(- 9mm(

 7einforcement in footing

*uF '.2-Jf yJstJd3A# 3stJf y7 bJdJf ck 4

 %heck for shear  tv M tc

Hence it is safe

 +rovide <no. Amm S N''mm cc both in shorter direction and longer direction.

,..; DESIN OF STAIRCASE

 9umber of steps for one flight FA' noRs

 1idth of landing beam F '' mm

 :ffective span F . m

 >ive load F  =9m

 Total load F K.K- =9m

 !actored load F A.) Jtotal load FA) =9m

 *u F'.A() 1uJ>(

F('.<( =9.m

 %heck for effective depth

dre;uired F2 mm

d provided FA<' mm

dre;uired M d provided

Hence it is safe

 +rovide A' mm  N A) mm cc as main reinforcement

 $istribution steel F AK2 mm(

0se 2mm  N ('' mm cc

,.; DETAILIN OF REINFORCEMET

!I/ 2 B:* 7:I9!E7%:*:9T

!I/ A' "TI7%": 7:I9!E7%:*:9T

CHAPTER - 

<

RESULTS

.1 RESULTS AND DISCUSSIONS

 7esidential building is planned , loads are calculated.

 !lat slab is implemented in the building.

 nalysis and design is done by "T$$ +ro software .

 $etailing of reinforcement is drawn in 0TE %$$ software.

CONCLUSION

.1 CONCLUSION

1e conclude that the flat slab can be designed and it can be implemented in the 7esidential buildings. nalysis and design as per I" code is done using "T$$ +ro packages and also detailing of drawing is done using 0TE %$$ software.

.2 REFERENCE R'5'#'&)' b$$s:

1. Indian "tandard I" <)(''', Plain and Reinforced Concrete Code of  Practice.

2. laa /. ". and 1alter H.$.,3AKK24 Analysis and Deflection of Reinforced Concrete Flat Slabs, Canadian Journal of Civil Engineering, ol. 2!. . +.%.@arghesh ., "i#it State Design of reinforced concrete.

<. 9. =rishna 7au ., Advanced Reinforced Concrete Design

). =rishna 7au, 9., Design of RC Structures , E5ford & IBH +ublishers and $istributers, 9ew $elhi.