Estimating the Economic Quantities of Different Concrete Slab Types

Int

Copyright to I

A

Lectu

ABSTRACTthe concrete of the structuand give thathat stated inreinforcemenmathematicaestimation ofdesign. KEYWORD

As : MAs : disd : DeFcu : ChFc : ChFy : YiL : ShL : LoR : AsRFT : Rets : Tows : Un, : loarc : Res : Re

RC Slab is supports eithUsually, somof the most w

ternatio

IJIRSET

ESTQU

C

Assistant Prof

urer, Str. Dpt.,

T: The economvolume per u

ure and the paat past experien most of reinnt steel for dial formulas f concrete and

DS: optimum

Main steel reinfstributary steeepth of sectionharacteristic characteristic cield stress of rhort span of slong span of slaspect ratio of einforcement otal thickness niformly distrad distributioneinforced conceinforcement

a horizontal cher beams or cme empirical vwidely accepte

onal JouEng

(

TIMAUANTCONC

Dr. f., Civil Eng. D

, Faculty of En

my of the struunit area and reast experience ence the requinforced concrfferent structuto be usable

d rebar quanti

quantities, reb

forcement areael reinforcemen (cm) ube strength oylinder strengreinforcementab or clear spab (m) slab (L/L)

of slab (cm) ributed load onn factors in shcrete density (steel density (

concrete platecolumns. Thisvalues are useed values are

urnal of gineerin(An ISO 3297:

Vol. 4,

DOI: 10.1568

TINGTITIECRET

Amr AbohasDpt., Mataria,

ng. & Tech., F

uctural design ebar weight pof the judging

ired scientificrete design coural elements and presentaties, check qu

bar percentage

ABa (cm2) ent area (cm2)

of concrete aftgth of concretet steel an of cantilev

2.0

n slabs (t/m2)hort & long dir(2.5 t/m3) (7.85 t/m3)

I.

e which carries load transferd as optimum(60-80 kg/m3)

f Innovang and T 2007 Certified

Issue 5, Ma

80/IJIRSET.201

G THES OF

TE SLshish 1, Dr. AHelwan Uni.,

Future Uni., C

of reinforced

per unit volumg engineer. Th

c base. In ordeodes are used

and types. Soable. Produceduantity surveyi

e, concrete sla

BBREVIATIO

fter 28 day e after 28 day

ver slab (m)

rection of 2 w

INTRODUCTI

es loads perpr generates ma

m rebar percent) for solid slab

ative ResTechnold Organization

ay 2015

15.0405002

E ECODIFF

LAB TAhmed M. E, Cairo, Egypt

Cairo, Egypt, a

concrete builme with certain

he aim of this er to achieve to figure out

ome reasonabd formulas aring results an

abs, cost estim

ONS

way solid slab

ION

pendicular to ainly bendingtage to evaluab and (120-14

search ilogy n)

ONOMFERETYPES

bid 2 t, abouhashish

ahmed.abdelk

dings is usualn empirical va

paper is to rethat goal, simthe required

le assumptionre accurate end evaluate the

mation, quantit

its plane. It t moments andate the econom40 kg/m3) of fl

ISSN(Online):ISSN (Print):

in Scien

MIC ENT

S

[email protected]

[email protected]

lly evaluated balues dependinfine those em

mplified methoquantities of

ns are used tonough to be ue economy of

ty surveying.

transfers thosed shear stressemy of certain lat slabs.

: 2319-8753 2347-6710

nce,

2661

m 1

du.eg 2

by comparingng on the type

mpirical valuesods of designconcrete and

o facilitate theused in roughthe structural

e loads to itses in the slab.design. Some

n d

h

Int

Copyright to I

This paper aibased on theNormally, demartials, reb

Slabis eare diresmarangbetwpartsmaandSo, own

Conbensupp(wLsuppendlongthe suppreinconsuppana

Continui

Simple

One en

Both end

ternatio

IJIRSET

ims to evaluat simplified deesign and quaar detailing, ..

b loads: Consequal to slab t

widely variedectly on the slall slabs. Hencged between (ween (0.0 0tition load notallest slab shod partition load

the load/spann weight are a

ntinuity: Connding momentported elemen

L2/8), (wL2/10ported and bo

d continuous igitudinal reinftotal volumeported, one en

nforcement stntinuity cases ported, one en

alysis will con

ity M max

e wL2

8

d wL2

10

ds wL2

12

onal JouEng

(

te the optimumesign methodsantities will b.etc., hence, in

sists of its owthickness timed according tabs. Generallyce, it is expec(0.15 0.25) 0.4) t/m2 [2],[t both of them

ould has smalld for 4.0m span ratio is rangeabout 0.090 t/m

nnections betwt distribution ant, one end a0) and (wL2/oth ends contiidentical spanforcement. Fi

e of longitudinnd continuouseel for each and the one

nd continuoussider the one e

T

Rein

(0.33 As * 0(A

(1.00 As * 0(A

(1.00 As * 0(A


Vol. 4,

DOI: 10.1568

m thickness ans stated in mose affected by n order to faci

wn weight, supes the reinforcto type of finiy, large slabs cted that slab

t/m2, live loa[3] . It should

m. Assuming thlest loads and an is (0.15+0.ed between (0m2 times its go

ween consideralong this elemand both ends/12) respectivinuous spans n respectivelygure (1) shownal reinforcems & both endscase. Table (

e end continus & both endsend continuity

Table 1: Conti

nforcement V

0.25 L)+ (0.33As * L) = 1.28

0.30 L)+(0.33 As * L) = 1.49

0.30 L)+(1.00 As * L) = 1.70


Issue 5, Ma

80/IJIRSET.201

nd rebar percest reinforced cseveral varia

ilitate the stud

perimposed loced concrete dishing and theare more likeload proportio

ad is ranged bd be noted thahat the short svice versa. H

.2+0.0=0.35 t/0.088 - 0.085) overning span

red bending elment. As per ms continuousvely [1],[4]. Hare 1.25 & 0.

y. Also, the cows the typical ment are (1.2s continuous s(1) shows theuous case. Ths continuous sy with error le

inuity effect o

olume

As * 0.25 L)+As.L

As * 0.25 L)+As.L

As * 0.30 L)+As.L


ay 2015

15.0405002

entage of solidconcrete desigables such as ldy, the followi

ads and live ldensity, whilee room activily to either beonally increasbetween (0.2 at the increasspan of the sla

Hence, the sum/m2) and for 1t/m2/m. Base

n in meters.

lement and admany codes, melement subjHence, the re.83 times the ontinuity of tdetail of solid

28 As.L), (1.4spans respectie ratios betwhe ratios are spans respectiess than 7%

on RFT amoun

. M . = . M 1 side

+ 10/8 =

+ 10/10 =

+ 10/12 =

search ilogy n)

d, hollow blocgn codes. loads, spans, ing assumptio

loads. Own we the superimpity, also theree public area oses with slab a 0.6) t/m2, ane of loads is ab is ranged bmmation of su10.0m span is d on this stud

djacent elememaximum benected to unifoequired reinforequired reinfthe element ad slabs in AC49 As.L) & (ively, where (

ween reinforce(1.07, 1.00

ively. Based o

nt

As . As 1side

1.25 1.251

=1.00 1.001

= 0.83 0.831


in Scien

ck, flat slab an

boundary conns are conside

eight is well dposed loads a

e might be paor have partitiarea. Superimnd partition loeither due to

between 4.0 touperimposed lo

(0.25+0.2+0.dy, slab loads a

ents have a manding momentformly distribuforcement areforcement areaffects the det

CI-315. Based 1.70 As.L) fo(As) is the reqement weightand 0.95) foon this analys

. RFT RFT 1 s

5*1.28 As.L.1.49 As.L.s

0*1.49 As.L.1.49 As.L.s

3* 1.70 As.L.1.49 As.L.s

: 2319-8753 2347-6710

nce,

2662

nd waffle slab

nditions, usedered:

defined and itand live loadsartitions loadsion loads than

mposed load isoad is rangedo live load oro 10.0 m, thenoad, live load4=0.85 t/m2).apart from its

ajor effect ont for a simplyuted load area for simply

ea for the onetailing of theon this detail

or the simplyquired area oft in the threeor the simplysis, all further

. side

s = 1.07

s = 1.00

s = 0.95

d

t

n

d r n d

n y

y

y f

y r

Int

Copyright to I

Solid slab isbeams on thesimply suppobe calculated

For Fy=360 table(2).

Tab

Slab load is rectangularitlong spans L ws s M s As s RFT RFT Wh Con Lea RFT RFT Similarly, th

ternatio

IJIRSET

s the basic type edges. Rectaorted or free. d as follows:

MPa, this eq

ble 2: Compar

R = L/ Lts As ACI-3(1.6L+L)/1

distributed inty ratio has a

L & L respectshort = . wshort = .ws.Lshort = 1.5 MTshort = 1.49 AT/ts = (RFTs

= K ( .Lhere K= (1.5 *nsidering units

= (0.5 ts = (1.6s = 7.8

ads to the formT/ts = 8.3 L.

For R = For R =

T/ts =

he conclusion i

onal JouEng

(

Fig. (1): T

pe of slabs. Iangular solid According to

ts = [0.8 + Fyquation could

rison between

L 1.318 L/4100 L/3

n both directiminor effect

tively

L2 / 10 M short / 0.85 FyAs short . s short + RFTlong ) L2 + .L2) 1.49 * ws * s and substitu R 0.15)

6L + L)/100 5

mula below: ( R+5.2)(R+01, RFT2, RFT10.9 L 2.0%

is valid in cas


Vol. 4,

DOI: 10.1568

Typical rebar d

II.

It is defined aslab is the mo

o ACI-318, m

y/1600] / [36 be simplified

n ACI-318 & s

.0 1.23.0 L/378.5 L/35

ions accordingon rebar perc

y . d

/ ts

s) / ( 8.5 Fy ting in the pre

0.4) / (R+1.6)2T/ts = 1.333 *T/ts = 1.285 *%

e of two way


Issue 5, Ma

80/IJIRSET.201

details for slab

SOLID SLA

as uniform thost common shinimum solid

+ 9 L/L] d to ts= (1.6

simplified for

2 1.47.0 L/335.7 L/33

g to rectanguentage of soli

ws long = M long = As long = 1RFTlong = 1

. d . ts ), evious formul = 0.35 / R2d = 0.9 ts ws = 2.5 ts +

2 * 8.3 * L =* 8.3 * L =

hollow block


ay 2015

15.0405002

bs as per ACI

ABS

hickness horizhape, it has fo

d slab thicknes

(in N,mL + L)/100

rmula to estim

4 1.6.0 L/30..3 L/31.2

ularity ratio (Rid slabs (abou

. ws .ws.L2 / 10.5 M long / 0.8.49 As long . s

Mult. 1as as follows:2

+ 0.09L

11.1 L 10.7 L

slabs.

search ilogy n)

315-99 [5]

zontal concretour edges, andss meeting de

mm) with error le

mate the thickn

1.80 L/27.62 L/29.4

R), the followut 2.0%). For

5 Fy . d s

1.5 M working L = R . L fy = 3600


in Scien

te plate suppod each edge coflection requi

ss than 10%,

ness of solid sl

2.0 6 L/25.7 4 L/27.8

wing derivationr a solid slab

: 2319-8753 2347-6710

nce,

2663

orted by rigidould be fixed,irement could

as shown in

labs

n proves thatwith short &

d

d

n

t

Int

Copyright to I

Solid slabs thabout 5.0 to between 6.0 A) One way Slab Slab Ow Tot Ben Mai Mai Sec Shr Tot Tot Min Min B) Two way For Slab Slab Ow Tot Ben Stee RFT Shr Tot Tot Min Min C) Cantileve

Slableng

Slab Slab Ow Tot Ben Mai Mai Sec Sec Tot Tot Min Min

ternatio

IJIRSET

hicker than 166.0 m accordto 10.0m. The

solid slab (Lb thickness b depth

wn weight of sltal slab load nding momentin steel area in RFT weigh

c. RFT weight rinkage RFT wtal RFT weightal RFT weighn. slab thicknen. RFT weight

y solid slab (Lr 4 sides suppob thickness b depth

wn weight of sltal slab load nding momentel area for oneT weight per mrinkage RFT wtal RFT weightal RFT weighn. slab thicknen. RFT weight

er solid slab b thickness isgth in the adjab thickness b depth


c. RFT area c. RFT weight tal RFT weightal RFT weighn. slab thicknen. RFT weight

onal JouEng

(

6 cm should hding to rectange average wei

=2L)

lab

t

ht per m2 per m2

weight per m2 ht per m2 ht per m3 ess = 10 cm, Ht per m3

=L) orted elastic re

lab

t in one dir. e dir. m2 in one dir. weight per m2 ht per m2 ht per m3 ess = 10 cm, Ht per m3

s about L/10, acent slab. RF

lab

t

ht per m2 per m2

ht per m2 ht per m3 ess = 10 cm, Ht per m3


Vol. 4,

DOI: 10.1568

have top meshgularity ratio. ght of the top

ts (m)d (m) (t/m2)ws (t/mM (m.t/mAs (cm2(kg/m2)(kg/m2)

(kg/m2)(kg/m2)(kg/m3)

Hence, L min (kg/m3)

ectangular plats (m)d (m) (t/m2)ws (t/mM (m.t/mAs (cm2(kg/m2)



the main RFT in secondar

ts (m)d (m) (t/m2)ws (t/mM (m.t/mAs (cm2(kg/m2)As (cm(kg/m2)(kg/m2)(kg/m3)



Issue 5, Ma

80/IJIRSET.201

h to resist shrinThe top meshmesh is abou

= 0 0 = 0

m2) = 0m) = w2/m) = 1

= 1 = 2 = A = S = 0 3.0 m = 1

ate, ,=0.35 = 0 0 = 0

m2) = 0m) = 2/m) = 1

= 1 = A = S = 0 4.0 m = 1

FT is hook shry direction is

= 0 0 = 0

m2) = 0m) = w2/m) = 1

= 3m2/m) = 2

= 1 = S = 3 1.0 m = 1


ay 2015

15.0405002

nkage stressesh is ranged be

ut 0.06L2.

.01 (1.6 L + 2

.032 L

.036L * 2.5

.09L + 0.09L ws. L2 / 10

.5E+5 . M / 0

.49 As s0% Main RFT

Avenge valueSum of weight

.460 L2 / 0.03

2.8 * 3m

.01 (1.6 L + L

.023 L

.026L * 2.5

.065L + 0.09L.ws. L2 / 10

.5E+5 . M / 0

.49 As sAvenge valueSum of weight

.338 L2 / 0.02

3.0 * 4m

hape, and the 20% of the m.10 L .08 L .10 L * 2.5 .25L + 0.09L

ws. L2 / 2.5E+5 . M / 0.55 As sx20% As.00 As s

Sum of weight.337 L2 / 0.10

1.1 * 1m

search ilogy n)

s. For 18 cm tetween 56/m

2 L) = 0

= 0 = 0 = 0

.85 fy.d = 0 = 0

T = 0 = 0

ts/m2 = 036 L = 1

= 3

L ) = 0

= 0L = 0

= 0.85 fy.d = 0

= 0 = 0

ts/m2 = 026 L = 1

= 5

upper bars emain steel at to

= 0

= 0 = 0 = 0

.85 fy.d = 1 = 3 = 0 = 0

ts/m2 = 300 L = 3

= 3


in Scien

thick slab, them to 510/m f

0.036 L

0.090 L 0.180 L 0.018 L3 0.285 L2 0.333 L2 0.066 L2 0.060 L2 0.460 L2 2.80 L

8.5

0.026 L

0.065 L 0.155 L 0.005 L3 0.118 L2 0.139 L2 0.060 L2 0.338L2 3.00 L

52.0

xtend 1.5 timop and bottom0.10 L

0.250 L 0.340 L 0.170 L3

.072 L2

.000 L2 0.429 L2 0.337 L2

.337 L2 3.37 L

3.37

: 2319-8753 2347-6710

nce,

2664

e short span isfor short span

mes cantileverm of the slab.

n

r

Int

Copyright to I

Hollow blocor foam blocused) and theDue to the laslabs (+=0previous assaddition to th

Tot Ow Ow Ow Rib Spa Rib Top

A) One way Slab Slab Ow Tot Ben Mai Mai Rib Top Tot Tot Min Min B) Two way Usi Slab Slab Ow Tot Ben Stee RFT Rib Top Tot Tot Min Min

ternatio

IJIRSET

ck slab is a ribcks. Due to the minimum toack of torsiona0.80). It is a csumptions forhe following atal slab thickne

wn weight of onwn weight of twwn weight of cab spacing is aban ranges betwb ties range betp slab mesh ra

hollow blockb thickness b depth


bs ties weight pp slab mesh wtal RFT weightal RFT weighn. slab thicknen. RFT weight

y hollow blockng Markus dib thickness b depth

wn weight of sltal slab load nding momentel area for oneT weight per m


onal JouEng

(

bbed slab forme limitation of

otal depth of sal rigidity andcommon practr solid slab thassumptions: ess 1.5 slab ne way H.B. swo ways H.B.antilever H.B

bout 0.5m. ween 5 to 10 mtween 6-300

anges between

k slab

lab

t

ht per m2 per m2


k slab (L=L) stribution para

lab

t in one dir. e dir. m2 in one dir. per m2



Vol. 4,

DOI: 10.1568

III. HOLL

med using blof the block siz

slab is limited d corner effecttice to evaluahickness, load thickness of e

slab 0.5 own slab 0.66 o. slab 0.5 ow

m. 0 to 8-200, avn 6-200 to 1




ameters, ,=ts (m)d (m) (t/m2)ws (t/mM (m.t/mAs (cm2(kg/m2)(kg/m2)




Issue 5, Ma

80/IJIRSET.201

LOW BLOC

ocks of a mateze, the spacingby 20cm. Ho

t, Markus paraate the rebar wd and continu

equivalent soln weight of eq

own weight of wn weight of e

verage weight10-200, averag

= 0 0 = 0

m2) = 0m) = w2/m) = 1

= 1 = av = av = S = 0 4.0 m = 5

0.40 = 0 0 = 0

m2) = 0m) = 2/m) = 1

= 1 = av = av = S = 0 5.0 m = 9


ay 2015

15.0405002

K SLABS

erial lighter thg between rib

ollow block slaameters are usweight ratio reuity are still v

lid slab quivalent solidf equivalent soequivalent sol

t/m2 is 0.040 Lge weight/m2

.01 (1.6 L + 2

.050 L

.054 L * 2.5 *

.068L + 0.09Lws. L2 / 10

.5E+5 . M / 0

.49 As sverage valueverage value


.60 * 4m

.01 (1.6 L + L

.035 L

.039 L * 2.5 *

.065L + 0.09L.ws. L2 / 10

.5E+5 . M / 0



.3 * 5m

search ilogy n)

han concrete, us is limited byab could be eised to distribuelative to the valid in case

d slab olid slab lid slab

L2 is 0.075 L2

2 L)x 1.5 = 0

* 0.5 = 0L = 0

= 0.85 fy.d = 0

= 0 = 0 = 0

ts/m2 = 054 L = 5

= 2

L)x 1.5 = 0

* 0.66 = 0L = 0

= 0.85 fy.d = 0

= 0 = 0 = 0

ts/m2 = 039 L = 9

= 4


in Scien

usually hollowy 0.6m (0.5m ither one way

ute the load in total thicknesof hollow b

0.054 L

0.068 L 0.158 L 0.016 L3 0.160 L2 0.187 L2 0.040 L2 0.075 L2 0.300 L2 5.600 L

22.5

0.039 L

0.065 L 0.155 L 0.006 L3 0.089 L2 0.104 L2 0.080 L2 0.075 L2 0.365 L2 9.300 L

47.0

: 2319-8753 2347-6710

nce,

2665

w clay blocksis commonlyor two ways.the two ways

ss of slab. Alllock slabs in

y

n

Int

Copyright to I

C) Cantileve Slab Slab Ow Tot Ben Mai Mai Rib Top Tot Tot Min Min

Flat slab is dvariable thicequal spans moment in thdepending onThe considereinforcemendirections anthe four sidebetter to repr A) Uniform

Acccalc

Wh Slab Slab Ow Tot For Pos Bot Bot Neg Top Top Top Tot

ternatio

IJIRSET

er hollow blocb thickness b depth



defined as the ckness (flat sla

flat slabs, a he span and dn the uniformered reinforcent above colund top mesh wes supported sresent the rein

thickness flat cording to simculated as foll

here L1 is the sb thickness b depth

wn weight of sltal slab load r long directionsitive bending ttom steel areattom RFT weigative bendingp steel area p col. RFT wep mesh RFT wtal RFT weigh

onal JouEng

(

ck slab

lab

t

ht per m2 per m2


slab that is suab with droppsimplified de

distribute it in ity of slab thicement detail umns designedwith area equaslabs, flat & wnforcement we

slab mplified desigows: Mo = ws.L12Column & fiM-ve max =M+ve max =

span in consid

lab

n: moment

a ght per m2 g moment

eight per m2 weight per m2 ht per m2


Vol. 4,

DOI: 10.1568




IV

upported direcped panels). Aesign method

both positiveckness and theis bottom md for the max

als to 25% of twaffle slabs theight per cubic

gn method po

2.L2/8, ield strips wid= 50% Mo (/s= 30% Mo (/sdered direction

ts (m)d (m) (t/m2)ws (t/m

M+ve (mAs (cm2(kg/m2)M-ve (mAs (cm2(kg/m2)

(kg/m2)(kg/m2)


Issue 5, Ma

80/IJIRSET.201

= 0 0 = 0

m2) = 0m) = w2/m) = 1

= 3 = av = av = S = 1 1.5 m = 1

V. FLAT SLA

ctly on the coAlso it could b

is stated in me and negativee stiffness of m

mesh designedximum negatithe top reinforhickness is doc meter as a fu

ositive and ne

dth = 0strip) = wstrip) = wn, L2 is the spa

= 0 0 = 0

m2) = 0

m.t/m) = w2/m) = 1

= 1m.t/m) = w2/m) = 1

= 0 = 0 = S


ay 2015

15.0405002

.15 L

.12 L

.15 L * 2.5 *

.188L + 0.09Lws. L2 / 2

.5E+5 . M / 0



1.6 * 1.5m

ABS

olumns. It coue solid or ribb

most codes dee in field and cmarginal beam

d for the maxive moment arcement abov

ominated by thunction of (L

egative bendi

.5 L2 ws.L12 / 8 ws.L12 / 13.3 an perpendicu.033 L.030 L .033L * 2.5 .083L + 0.09

ws. L2 / 13.3.5E+5 . M+ve /.00 As s

ws. L2 / 8.5E+5 . M-ve /.3 * 0.3 As s.25 * 0.91 * A

Sum of weight

search ilogy n)

= 0

0.5 = 0L = 0

= 0.85 fy.d = 0

= 1 = 0 = 0

ts/m2 = 150 L = 1

= 1

uld have unifobed (Waffle sepends on calcolumn strips m. ximum positiand extends o

ve columns (sehe long direct) instead of (L

ing moments

(/m) (/m)

ular on L1

= 09L = 0

= 0/ 0.85 fy.d = 0

= 0 = 0

/ 0.85 fy.d = 0s = 0As s = 0ts/m2 = 0


in Scien

0.15 L

0.188 L 0.278 L 0.139 L3 0.584 L2

.628 L2 0.040 L2 0.075 L2

.750 L2 1.60 L

7.40

rm thickness lab). For uniflculating the according to

ive bending one sixth the eismic requiretion span (L)L) for flat and

in column st

0.083 L 0.173 L

0.013 L3 0.219 L2 0.172 L2 0.022 L3 0.364 L2 0.026 L2 0.065 L2 0.265 L2

: 2319-8753 2347-6710

nce,

2666

(flat plate) orformly loadedtotal bendingcertain ratios

moment, topspan in both

ement).Unlike). Hence, it is

d waffle slabs.

trip could be

r d

Int

Copyright to I

For Pos Bot Bot Neg Top Top Top Tot Sum Tot Tot

Min Min B) Flat slab w

For dropben

Wh

Slab Slab Dro Dro Ave Ow Tot For Pos Bot Bot Neg Top Top Top Tot For Pos Bot Bot Neg Top Top

ternatio

IJIRSET

r short directiositive bending ttom steel areattom RFT weigative bendingp steel area p col. RFT wep mesh RFT wtal RFT weighmmation of botal RFT weightal RFT weigh

n. slab thicknen. RFT weight

with dropped r variable thickp panel is abo

nding moment

here L1 is the s

b thickness b depth op panel thicknop panel deptherage thicknes

wn weight of sltal slab load r long directionsitive bending ttom steel areattom RFT weigative bendingp steel area p col. RFT wep mesh RFT wtal RFT weighr short directiositive bending ttom steel areattom RFT weigative bendingp steel area p col. RFT we

onal JouEng

(

on: moment


eight per m2 weight per m2 ht per m2 oth directions:ht per m2 ht per m3

ess = 20 cm, Ht per m3

panels kness flat slabout 1.5 times ts in column stMo = ws.L12Column stripM-ve max =M+ve max =

span in consid

ness h ss

lab

n: moment


eight per m2 weight per m2 ht per m2 on:

moment a ght per m2 g moment

eight per m2


Vol. 4,

DOI: 10.1568


(kg/m2)(kg/m2)

(kg/m2)(kg/m3)

Hence, L=L m(kg/m3)

b, drop panels the slab thickntrip could be c2.L2/8, p width = 0.33= 43.3% Mo (= 23.3% Mo (dered direction

ts (m)d (m) td (m)dd (m) tsavg (m

(t/m2)ws (t/m


(kg/m2)(kg/m2)



Issue 5, Ma

80/IJIRSET.201

m.t/m) = w2/m) = 1

= 1m.t/m) = w2/m) = 1

= 0 = 0 = S

= 0 = 0

= 8min 6.0 m

= 1

extend one siness. Accordicalculated as f

3 L2, fiel(/strip) = w(/strip) = wn, L2 is the spa

= 0 0 = 0 0

m) = (0 = 0 = 0

m2) = 0

m.t/m) = w2/m) = 1

= 1m.t/m) = w2/m) = 1

= 0 = 0 = S

m.t/m) = w2/m) = 1

= 1m.t/m) = w2/m) = 1

= 0


ay 2015

15.0405002

ws. L2 / 13.3.5E+5 . M+ve /.00 As s

ws. L2 / 8.5E+5 . M-ve /.3 * 0.3 As s.25 * 1.00 As

Sum of weight

.265 L2 + 0.2

.265 (L2+L2)

.00 L. [1 + (L

6.0 * 6m

ixth the span iing to simplififollows:

ld strip width =ws.L12 / 6.15ws.L12 / 11.4 an perpendicu

.028 L

.025 L

.040 L

.037 L 0.75 * 0.028 L.031 L .031L * 2.5 .078L + 0.09

ws. L2 / 11.4.5E+5 . M+ve /.00 As s

ws. L2 / 6.15.5E+5 . M-ve/0.3 * 0.3 As s.25 * 0.91 * A

Sum of weight

ws. L2 / 11.4.5E+5 . M+ve /.00 As s

ws. L2 / 6.15.5E+5 . M-ve/0.3 * 0.3 As s

search ilogy n)

= 0/ 0.85 fy.d = 0

= 0 = 0

/ 0.85 fy.d = 0s = 0s = 0

ts/m2 = 0

265 L2 )/ 0.033 L L/L)2]

= 96.0

in both directiied design me

= 0.66 L2 (/m)

(/m) ular on L1

L + 0.25 * 0.0

= 09L = 0

= 0/ 0.85 fy.d = 0

= 0 = 0

0.85 fy.dd = 0s = 0As s = 0ts/m2 = 0

= 0/ 0.85 fy.d = 0

= 0 = 0

0.85 fy.dd = 0s = 0


in Scien

0.013 LL2 0.219 L2 0.172 L2 0.022 LL2 0.364 L2 0.026 L2 0.065 L2 0.265 L2

ions are used. ethod positive

040 L)

0.078 L 0.168 L

0.015 L3 0.300 L2 0.230 L2 0.027 L3 0.344 L2 0.025 L2 0.061 L2 0.316 L2

0.015 LL2 0.300 L2 0.230 L2 0.027 LL2 0.344 L2 0.025 L2

: 2319-8753 2347-6710

nce,

2667

Thickness ofand negative

f

Int

Copyright to I

Top Tot

Sum Tot Tot

C) Waffle sla

Samdire

Tot Ow

Ribhen Accas f

Wh Slab Slab Ow Tot

For Pos Bot Bot Neg Top Top Top Rib Tot For Pos Bot Bot Neg Top Top Top Rib Tot

ternatio

IJIRSET

p mesh RFT wtal RFT weighmmation of botal RFT weightal RFT weigh

Min. slaMin. RF

ab me criteria of ections above tal waffle slab

wn weight of wb spacing is abnce, the averag

cording to codfollows:

here L1 is the sb thickness b depth

wn weight of sltal slab load

r long directionsitive bending ttom steel areattom RFT weigative bendingp col. steel arep RFT weight p mesh RFT wb ties weight ptal RFT weighr short directiositive bending ttom steel areattom RFT weigative bendingp steel area p RFT weight p mesh RFT wb ties weight ptal RFT weigh

onal JouEng

(

weight per m2 ht per m2 oth directions:ht per m2 ht per m3

ab thickness =FT weight per

f uniform thiccolumns. thickness is t

waffle slab is 0bout 0.8m. R

ge weight/m2 i

des, empirical Mo = ws.L12Column stripM-ve max =M+ve max =

span in consid

lab

n: moment

a ght per m2 g moment ea per m2

weight per m2 per m2 ht per m2 on:

moment a ght per m2 g moment

per m2

weight per m2 per m2 ht per m2


Vol. 4,

DOI: 10.1568

(kg/m2)(kg/m2)

(kg/m2)(kg/m3)

= 20 cm, Hencm3 (kg/m3)

ckness flat sla

the same of th0.66 of the equ

Rib ties rangeis about 0.025

method could2.L2/8, p width = 0.33= 43.3% Mo (= 23.3% Mo (dered direction

ts (m)d (m) (t/m2)ws (t/m






Issue 5, Ma

80/IJIRSET.201

= 0 = S

= 0 = 0

= 1e, L=L min = 2

ab are consid

he equivalent fuivalent flat slbetween 6-2

5L2.

d be used for u

3 L2, fiel(/strip) = w(/strip) = wn, L2 is the spa

= 0 0 = 0

m2) = 0

m.t/m) = w2/m) = 1

= 1m.t/m) = w2/m) = 1

= 0 = 0 = A = S

m.t/m) = w2/m) = 1

= 1m.t/m) = w2/m) = 1

= 0 = 0 = A = S


ay 2015

15.0405002

.25 * 0.91 * ASum of weight

.316 L2 + 0.3

.316 (L2+L2)0.2 L. [1 + (L 7.0 m 0.4 * 7.0m

dered. Solid p

flat slab with dlab with dropp200 to 8-20

uniformly load

ld strip width =ws.L12 / 6.15 ws.L12 / 11.4an perpendicu.040 L.037 L .040L * 0.66.066L + 0.09

ws. L2 / 11.4.5E+5 . M+ve /.00 As s

ws. L2 / 6.15.5E+5 . M-ve /.3 * 0.3 As s.25 * 0.91 * A

Average valueSum of weight

ws. L2 / 17.8.5E+5 . M+ve /.00 As s

ws. L2 / 5.3.5E+5 . M-ve /.3 * 0.3 As s.25 * 0.91 * A

Average valueSum of weight

search ilogy n)

As s = 0ts/m2 = 0

316 L2 )/ 0.031 L L/L)2]

= 143

part extends o

dropped panelped panel. 0 for spans r

ded equal span

= 0.66 L2 (/m) (/m)

ular on L1

6 * 2.5 = 09L = 0

= 0/ 0.85 fy.d = 0

= 0 = 0

/ 0.85 fy.d = 0s = 0As s = 0

= 0ts/m2 = 0

= 0/ 0.85 fy.d = 0

= 0 = 0

/ 0.85 fy.d = 0s = 0As s = 0

= 0ts/m2 = 0


in Scien

0.061 L2 0.316 L2

one sixth the

l.

anges betwee

ns

0.066 L 0.156 L

0.015 L3 0.205 L2 0.160 L2 0.025 L3 0.341 L2 0.024 L2 0.061 L2 0.025 L2 0.270 L2

0.015 LL2 0.205 L2 0.160 L2 0.025 LL2 0.341 L2 0.024 L2 0.061 L2 0.025 L2 0.270 L2

: 2319-8753 2347-6710

nce,

2668

span in both

en 7 to 12 m,

h

Int

Copyright to I

Sum Tot Tot

Results of th

S

One wTwo wCantileOne wTwo wCantile

Uniform thFlat slab

W WhValues in the

[1] BS-6399[2] SEI/ASC[3] BS-8110[4] ACI-318[5] ACI -315[6] BS-CP-1[7] David A

89312-12[8] R. S. Nar

And Rule[9] C. H. Go

ternatio

IJIRSET

mmation of botal RFT weightal RFT weigh

Min. slaMin. RF

his study could

Table

Slab type

way solid slab way solid slab ever solid slab

way H.B. Slab way H.B. Slab ever H.B. Slabhickness flat swith drop pan

Waffle slab

here: L & L are table (3) are

Residential &Spans betweHigh strengtCharacteristi

-1-1996, LoadinCE-7-2005, Mini

-1-1997, Structu-2005, Building5-1999, Manual 10-1987, Code . Fanella and S. 29-0. rayanan & A. Bees For Buildings

oodchild, Econom

onal JouEng

(

oth directions:ht per m2 ht per m3

ab thickness =FT weight per

d be summariz

e 3: Estimated

Totathic

(L

L/60 +b L

LL/40

b L slab Lnel L/ 36

L

re short & Lonvalid under th

& office buildeen 4.0 to 12.0th steel ( Fy = ic concrete str

ng for buildings-Pimum Design Loaural use of concreg Code Requireme

of standard practOf Practice For TK. Ghosh, Sim

eeby. Designers' And Structural Fmic Concrete Fra


Vol. 4,

DOI: 10.1568

(kg/m2)(kg/m3)

= 25 cm, Hencm3

V.

zed in the foll

economic qua

al Slab ckness (m)

L / 27 + L/100

L / 10 L / 18

+ L/66 / 6.6

/ 30 & L/ 24 / 24

ng span of thehe following c

ding (live load0 m

3600 to 4000rength (Fcu =

Part 1: Code of prads for buildings ete-Part 1: Code oents for Structuratice for detailing rThe Structural Us

mplified Design R

Guide To En 19ire Design, Th

ame Elements,


Issue 5, Ma

80/IJIRSET.201

= 0 = 0

= 6e, L=L min (kg/m3)

CONCLUSI

owing table:

antities of diff

RC vol. /m2

(m3/m2) L / 27

L/60 + L/10L / 10 L / 36

L/60 + L/10L / 13 L / 30 L / 32 L / 36

e slab respecticonditions:

d up to 300 kg/

0 kg/cm2) 250 to 350 kg

REFERENCESractice for dead aand other Structu

of practice for desal Concrete, (Areinforced concre

se Of Concrete, DReinforced Concr

92-1-1and En 19he authors and ThBritish Cement A


ay 2015

15.0405002

.270 L2 + 0.2

.270 (L2+L2)

.75 L. [1 + (L 7.0 m

= 13.5 *

ION

fferent concret2 R

(Gros(

0

0

6.75 L

ively

/m2)

g/cm2)

S and imposed loadsures, (ASCE)sign and construcACI), ISBN 978-ete structures,

Design, materials rete Buildings of

992-1-2, Eurocodhomas Telford LAssociation 1997

search ilogy n)

270 L2 )/ 0.040 L L/L)2]

* 7.0m = 9

te slab types (

RFT / m3 ss RC vol.) (kg/m3)

113

5.6 L 9.3 L 11.6 L

8.0 L. [10.2 L. [

. [1 + (L/L)2]

s, BSI, ISBN , ISBN 0-7844-08ction, BSI, ISB0-87031-745-3.

(ACI). and workmanship

f Moderate Size

e 2: Design Of Cimited 2005, ISB

7, ISBN 0-7210-1


in Scien

95

10%)

RFT(Net R

(kg13 L 13 L 33 L

111423

1 + (L/L)2] [1 + (L/L)2] ] 10.1 L. [1

0-580-26239-1 831-9 BN 0-580-26208

p, BSI, ISBN and Height,

Concrete StructureBN: 07277 3105 X

488-7

: 2319-8753 2347-6710

nce,

2669

T / m3 RC vol.) g/m3)

.2 L 4 L 3 L

1 + (L/L)2]

-1

0-580-07488-9 (PCA), ISBN 0-

es General RulesX

Documents

Estimating the Economic Quantities of Different Concrete Slab Types