CHAPTER - 1
1
1.1
INTRODUCTION In general normal frame construction utilizes columns, slabs &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 beams. These types of slabs are called flat slab, since their behavior resembles the bending of flat plates. The term flat slab means a reinforced concrete slab with or without drops, supported generally without beams, by columns with or without flared column heads. flat slab may be solid slab or may have recesses formed on the soffit so that the soffit comprises a series of ribs in two directions. The recesses may be formed by removable or permanent filler blocks.
1.2TYPES OF FLAT SLABS:
There are three different kind of flat slabs
!lat slab without drop and column head. !lat slab with column head and no drop. !lat slab with column head and drop.
COMPONENTS OF FLAT SLABS: DROPS:
To resist the punching shear which is predominant at the contact of slab and column "upport, the drop dimension should not be less than one #third of panel length in that $irection. $irection.
COLUMN HEADS: 2
1.1
INTRODUCTION In general normal frame construction utilizes columns, slabs &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 beams. These types of slabs are called flat slab, since their behavior resembles the bending of flat plates. The term flat slab means a reinforced concrete slab with or without drops, supported generally without beams, by columns with or without flared column heads. flat slab may be solid slab or may have recesses formed on the soffit so that the soffit comprises a series of ribs in two directions. The recesses may be formed by removable or permanent filler blocks.
1.2TYPES OF FLAT SLABS:
There are three different kind of flat slabs
!lat slab without drop and column head. !lat slab with column head and no drop. !lat slab with column head and drop.
COMPONENTS OF FLAT SLABS: DROPS:
To resist the punching shear which is predominant at the contact of slab and column "upport, the drop dimension should not be less than one #third of panel length in that $irection. $irection.
COLUMN HEADS: 2
%ertain amount of negative moment is transferred from the slab to the column at the support. To resist this negative moment the area at the suppor t needs to be increased. This is facilitated by providing column capitalheads
COLUMN STRIP :
%olumn strip means a design strip having a width of '.() I,, but not greater than '.() I, on each side of the column centre#line, where I, is the span in the direction moments are being determined, measured centre to centre of supports and I, is the #span transverse to I
MIDDLE STRIP :
*iddle strip means a design strip bounded on each of its opposite sides by the column strip.
PANEL:
+anel means that part of a slab bounded on#each of its four sides by the centre #line of a %olumn or centre#lines of adacent#spans.
3
Fig 1 Flat slab it! "#$% %a&'l ( )$l*+& !'a"
1., ABOUT STAAD P#$
4
"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.- OER ALL PROCEDUR E IN /OR0 IN /ITH
STAAD.PRO
1..1 MODELENER ATION:
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 MIN ANALYSIS AND DESIN
"T$ offers two analysis engines 6 the "T$ engine for general purpose "tructural nalysis and $esign and the "T7$89: engine for advanced analysis options. The *odeling *ode of the "T$ :nvironment is used to prepare the structural input data. fter the input is prepared, we may choose the analysis engine depending up on the nature of the analysis re;uired. If we are performing the "T7$89:. dvanced analysis, several additional parameters need to be defined specific to the nature of the analysis. 5
1.., POST-PROCESSIN
The +ost +r ocessing mode of "T$ 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. OB3ECTIES
To analyze the properties of flat slab in residential buildings. nalyze and design using "T$$ pro.
6
CHAPTER -2
LITERATURE REIE/ 2.1 LITERATURE REIE/ A&al4sis A&" D'sig& $5 Flat Slab A&" #i" Slab A&" T!'i# C$st C$+%a#is$&
mit . "athawane & 7.". $eotale 3(''<4 #8eshwantrao %havhan %ollege of :ngineering, 9agpur, India carried out a work with he aim of the
7
proect 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 plateslab 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.@iay, *.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 maor 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.
8
CHAPTER ,
METHODOLOY
9
10
!ig ( +lan of ground floor
11
!ig +lan of first floor
12
!ig < Beam and %olumn layout of building
13
,.2 LOAD CALCULATION
"elf weight of slab
$ead load due to e5tra thickness of slab at drops F A.() k9mG
>ive load
F <.'' k9mG
!inishes
F A.'' k9mG
Total load
F A' k9mG
!actored load
F A) k9mG
>oad combination
FA.) 3lldl4
F .-) k9mG
14
!ig ) *odel of the building done using "T$$ pro
15
!ig !igure showing $ view of load acting on the building
,. ANALYSED RESULT USIN STADD PRO
16
================================================ ============================ 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$
RE+D. STEEL )RE) $
2 END *OINT$
1 TENSION COLUMN
2160.00 S,.%%.
RE+D. CONCRETE )RE)$ 267840.00 S,.%%. M)IN REINFORCEMENT $ -/ie 20 12 ia. (0.84 2261.95 S,.%%.! (E,a ii:e! TIE REINFORCEMENT $ -/ie 8 %% ia. e"a;a ie < 190 %% ""
SECTION C)-)CIT> ?)SED ON REINFORCEMENT RE+UIRED (@NSMET! -A $ 4288.14 MA1 $
194.91 M1 $
141.60
INTER)CTION R)TIO$ 0.01 (a Be C. 39.6 IS456$2000!
SECTION C)-)CIT> ?)SED ON REINFORCEMENT -RO'IDED (@NSMET! ORST LO)D C)SE$ END *OINT$
2
43 -A $ 4318.49 MA $
203.96 M $
148.02 IR$ 0.01
================================================ ============================
17
C O L U M N N O.
M30
54 D E S I G N R E S U L T S
Fe415 (Mai!
Fe415 (Se".!
LENGT#$ 3000.0 %% CROSS SECTION$ 450.0 %% & 600.0 %% CO'ER$ 40.0 %%
GUIDING LO)D C)SE$
RE+D. STEEL )RE) $
2 END *OINT$
12 TENSION COLUMN
2160.00 S,.%%.
RE+D. CONCRETE )RE)$ 267840.00 S,.%%. M)IN REINFORCEMENT $ -/ie 20 12 ia. (0.84 2261.95 S,.%%.! (E,a ii:e! TIE REINFORCEMENT $ -/ie 8 %% ia. e"a;a ie < 190 %% ""
SECTION C)-)CIT> ?)SED ON REINFORCEMENT RE+UIRED (@NSMET! -A $ 4288.14 MA1 $
194.75 M1 $
141.49
INTER)CTION R)TIO$ 0.01 (a Be C. 39.6 IS456$2000!
SECTION C)-)CIT> ?)SED ON REINFORCEMENT -RO'IDED (@NSMET! ORST LO)D C)SE$ END *OINT$
2
54 -A $ 4318.49 MA $
ST))D S-)CE
203.79 M $
147.90 IR$ 0.01
-)GE NO. 19
18
================================================ ============================
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$
ST))D S-)CE
20 TENSION COLUMN
-)GE NO. 24
RE+D. STEEL )RE) $
2261.95 S,.%%.
RE+D. CONCRETE )RE)$ 280481.41 S,.%%. M)IN REINFORCEMENT $ -/ie 21 12 ia. (0.84 2375.04 S,.%%.! (E,a ii:e! TIE REINFORCEMENT $ -/ie 8 %% ia. "i"a ie < 190 %% ""
SECTION C)-)CIT> ?)SED ON REINFORCEMENT RE+UIRED (@NSMET! -A $ 4490.53 MA1 $
183.79 M1 $
183.79
INTER)CTION R)TIO$ 0.01 (a Be C. 39.6 IS456$2000!
SECTION C)-)CIT> ?)SED ON REINFORCEMENT -RO'IDED (@NSMET! ORST LO)D C)SE$ END *OINT$
2
20 -A $ 4524.20 MA $
19
192.24 M $
192.22 IR$ 0.01
================================================ ============================
74. DESIGN ?E)M 61 67 TO 90 109 115 TO 138 ST))D S-)CE
-)GE NO. 44
================================================ ============================ ? E ) M N O.
M30
61 D E S I G N R E S U L T S
Fe415 (Mai!
LENGT#$ 3000.0 %%
Fe415 (Se".!
SIE$ 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
REINF.
(S,. %%!
?OTTOM REINF.
525.36
(S,. %%!
525.36 (S,. %%!
525.36 (S,. %%!
(S,. %%!
525.36
525.36
(S,. %%!
(S,. %%!
525.36 (S,. %%!
525.36
SUMM)R> OF -RO'IDED REINF. )RE)
20
525.36 (S,. %%!
525.36 (S,. %%!
SECTION
0.0 %%
750.0 %%
1500.0 %%
2250.0 %%
3000.0 %%
TO-
710
REINF. 1 ae(!
?OTTOM
710
REINF. 1 ae(!
710710710710 1 ae(!
710 1 ae(!
1 ae(!
710
1 ae(!
710
1 ae(!
1 ae(!
710
1 ae(!
1 ae(!
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 %% ""
================================================ ============================ END OF ?E)M DESIGN RESULTS
21
,. DESIN ,..1 DESIN OF FLAT SLABS 0ltimate load of flat slab
FA) =9mG
+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$# s!'a#
"hear force
F A<.K =9
"hear force metre width of perimeter tv
,@u
F-'.2( =9m F@uL3bJd4 F '.
FA.A( 9mm(
= sJtc Tv M= sJtc Hence shear is safe %olumn strip provide A( mm *iddle strip provide A( mm
N (-' mm cc
N '' mm cc
,.., DESIN OF RIN BEAM:
"ize of ring beam
F ''J<)' mm
"elf weight
F )-.- =9
0niformly distributed load
F ).' =9m
9egative
bending
F A(.2K =9.m
moment at support
+ositive B.* at centre of
F .
span
Torsion moment
FA.(K =9.m
"hear force at support
F total load (Jno of column F K.< =9.m
"hear resisted by concrete
F tc JbJd LA''' F <.( =9
@us
"v
*s
F @#3tc JbJd4 F .-- =9 FOstJ sv Jd L @us FA2) mm FT33A3$b4LA.-4 F A.2K =9.m
@e
F@A.3T4 F .- =9
tve
F@eL3bJd4 23
F'.' 9mm(
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 cc N shear reinforcement.
,.. DESIN OF COLUMN FOR C1
F <)'J'' mm F AK.2-K =9 F A2.2K =9 F A.) =9 F ('(.(K =9 F '.-) =9 F load J distance F . =9.m *55 F*yy F .=9m :;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 Jc'.-)Jf yJsc F )('.'
+rovide 2 noRs A mm
$imension of column Total load >oad on each column "elf weight of column Total load on column !actored load *oment ,*
as longitudinal reinforcement and 2 mm lateral
ties as '' mm cc
24
FOR C2
F '' mm F AK.2-K =9 F A2.2K =9 F A.) =9 F ('(.(K =9 F'.-) =9 F load J distance F . =9.m *55 F*yy F .=9m :;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 Jc'.-)Jf yJsc F )('.'
+rovide 2 noRs (' mm
+rovide 2mm
$imension of column Total load >oad on each column "elf weight of column Total load on column !actored load *oment ,*
as longitudinal reinforcement
lateral ties N'' mm cc.
FOR C
$imension of column Total load >oad on each column "elf weight of column Total load on column
F ''J'' m F K.( =9 F (<.') =9 F <.) =9 F A(<.-)=9 25
!actored load *oment ,*
:;uivalent moment
FA2-.( =9 F load J distance F A'.( =9.m 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 Jc'.-)Jf yJsc F A-<.
+rovide noRs A mm
Pr o vi de8mm
asl o ng i t udi nalr e i nf o r c e me nt
l at e r alt i e s@300mm c / c
,.. DESIN OF FOOTIN:
Total load
F (( =9.
".B.% of soil 0ltimate bearing capacity
F )' =9m( F -) =9m(
"ize of footing
F (mJA.)m.
5ial factored load
F('(.(K =9
+u
F a5ial factored load L size of footing F-=9mG.
Bending moment
F +u l( ( FA'.) =9.m 3for shorter side4 F A.<) =9.m 3for longer side4 26
$epth of footing
F*u '.A2- f ck b F)' mm F'.(- 9mm(
tv
7einforcement in footing *uF '.2-Jf yJstJd3A# 3stJf y 7 bJdJf ck 4
%heck for shear tv M tc Hence it is safe
+rovide
,..; DESIN OF STAIRCASE 9umber
of steps for one flight 1idth of landing beam :ffective span Thickness of waist slab
$ead load of slab on slope
$ead load of slab on horizontal "pan >oad of step metre length !inishes Total dead load
FA' noRs F '' mm F . m F "pan (' FA) mm FThickness Jf ck F<.A() =9m F<. =9m F A.2K =9m F '.) =9m F .K- =9m 27
>ive load Total load !actored load
*u
%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 cc as main reinforcement $istribution steel F AK2 mm(
F =9m F K.K- =9m F A.) Jtotal load FA) =9m F'.A() 1uJ>( F('.<( =9.m
0se 2mm
N ('' mm cc
,.; DETAILIN OF REINFORCEMET
28
!I/ - !>T ">B 7:I9!E7%:*:9T
29
!I/ 2 B:* 7:I9!E7%:*:9T
30
31
32
!I/ K %E>0*9 7:I9!E7%:*:9T
33
34
35
36
!I/ A' "TI7%": 7:I9!E7%:*:9T
CHAPTER - <
37
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.
38
CHAPTER -
39
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.
40
.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 7au ., Advanced Reinforced Concrete Design ). =rishna 7au, 9., Design of RC Structures , E5ford & IBH +ublishers and $istributers, 9ew $elhi. . *.>./ambhir, B.%.+unmia., Reinforced concrete design
41
