Repaired 1 Slab With Reports

Internal Panels:

Slab Design One short edge discontinuous:

Project Name Project1 Note: Provide t min =100 &dia of steel 10mm for greater spans One long edge discontinuous

Design criteria Designed for optimised depth Design Depth 1 mm Two adjacent edge discontinuous

Min thickness t 150 mm Two short edge discontinuous

Max Thickness t-max 290 mm Two long edge discontinuous

fck 20 MPaThree edges discontinuous (one long edge continuous)

fy 415 MPa Sunken Depth 450 mmThree edges discontinuous (one short edge continuous)

Loading Four edge discontinuous

Slab Load Sunken Slab Load Simple support oneway slab

Dead Load DL 3.75 KN/m Dead Load DL 3.75 KN/m End continious oneway slab

Live Load LL 2.00 KN/m Filler Load FL 6.39 KN/m Internal oneway slab

Floor Finish FF 1.00 KN/m Live Load LL 3.00 KN/mOther Load OL 0.00 KN/m Floor Finish Load WL 1.00 KN/mTotal Load Ws 6.75 KN/m Total Load Wsk 14.14 KN/mFactored Load Wsu 10 KN/m Factored Load Wsku 21 KN/m

Design & Reinforcement Details of Slabs4 Ast Required Ast Provided Spacing Deflection Check

Clic

k to

Des

ign

Type of Slab Panel

Tota

l Fac

tore

d Lo

ad

Rat

io o

f Lon

g S

pan

to s

hort

span

Min

Effe

ctiv

e D

epth

Pro

vide

d

Min

Ast

requ

ired

Spa

n X

Spa

n Y

Sup

port

X

Sup

port

Y

Spa

n X

Spa

n Y

Sup

port

X

Sup

port

Y

Spa

n X

Spa

n Y

Sup

port

X

Sup

port

Y

S1 S1 Regular 4 6 154 Simple support oneway slab 10mm 10.23 1.5 76.99 119 184.8 373.85 184.8 184.8 184.8 392.7 0 0 0 T10@200 - - - 392.7S2 10mmS3 10mmS4S5S6S7S8S9

S10S11S12S13S14S15S16S17S18S19S20S21S22S23S24S25

Concrete Steel

Slab Number

Regular/Sunken

Short Span Lx

Long Span Ly

Design depth

Diametre of Bar

Che

ck d

epth

for M

ax B

endi

ng

Mom

ent

Rei

nfor

cem

ent p

rovi

ded

at M

id

Spa

n X

ResetClick here for Abstract of Design

S26S27S28S29S30S31S32S33S34S35S36S37S38S39S40S41S42S43S44S45S46S47S48S49S50S51S52S53S54S55S56S57S58S59S60S61S62S63S64S65S66S67S68S69S70S71S72S73S74S75S76S77S78S79

S80S81S82S83S84S85S86S87S88S89S90S91S92S93S94S95S96S97S98S99

S100S101S102S103S104S105S106S107S108S109S110S111S112S113S114S115S116S117S118S119S120S121S122S123S124S125S126S127S128S129S130S131S132S133







S458S459S460S461S462S463S464S465S466S467S468S469S470S471S472S473S474S475S476S477S478S479S480S481S482S483S484S485 10mm

45038.00 12/12/201341620.00

-3418.00

Deflection Check Quantity

Stre

ss in

rein

forc

emen

t

Mod

ifica

tion

Fact

or

Per

mis

ible

L/d

Act

ual L

/d

Steel(kg)

229.147 0.30442 1.56 31.25 31-OK 128mm-OK 4.01016 104.9232

Per

cent

age

of R

einf

orce

men

t pr

ovid

ed

Dep

th re

quire

d fo

r Def

lect

ion

cont

rol

Concrete (m3)

TABLE 3.14 Bending moment coefficient for Rectangular Panels supported on Four Sides with Provision for Torsion at CornersPage 43

Short span coefficient Ax (values of Ly/Lx)

1 1.1 1.2 1.3 1.4 1.5 1.75(1) (2) (3) (4) (5) (6) (7) (8) (9)

1 Internal Panels:Negative moment at continuous edge 0.032 0.037 0.043 0.047 0.051 0.053 0.06positive moment at mid span 0.024 0.028 0.032 0.036 0.039 0.041 0.045

2 One short edge discontinuous:Negative moment at continuous edge 0.037 0.043 0.048 0.051 0.055 0.057 0.064positive moment at mid span 0.028 0.032 0.036 0.039 0.041 0.044 0.048

3 One long edge discontinuousNegative moment at continuous edge 0.037 0.044 0.052 0.057 0.063 0.067 0.077positive moment at mid span 0.028 0.033 0.039 0.044 0.047 0.051 0.059

4 Two adjacent edge discontinuousNegative moment at continuous edge 0.047 0.053 0.06 0.065 0.071 0.075 0.084positive moment at mid span 0.035 0.04 0.045 0.049 0.053 0.056 0.063

5 Two short edge discontinuousNegative moment at continuous edge 0.045 0.049 0.052 0.056 0.059 0.06 0.065positive moment at mid span 0.035 0.037 0.04 0.043 0.044 0.045 0.049

6 Two long edge discontinuousNegative moment at continuous edge 0 0 0 0 0 0 0positive moment at mid span 0.035 0.043 0.051 0.057 0.063 0.068 0.08

7Negative moment at continuous edge 0.057 0.064 0.071 0.076 0.08 0.084 0.091positive moment at mid span 0.043 0.048 0.053 0.057 0.06 0.064 0.069

8Negative moment at continuous edge 0 0 0 0 0 0 0positive moment at mid span 0.043 0.051 0.059 0.065 0.071 0.076 0.087

9 Four edge discontinuous

positive moment at mid span 0.056 0.064 0.072 0.079 0.085 0.089 0.1

10 Simple support oneway slabNegative moment at 0.000 0.000 0.000 0.000 0.000 0.000 0.000positive moment at mid span 0.100 0.100 0.100 0.100 0.100 0.100 0.100

11 End continious oneway slabNegative moment at continuous edge 0.100 0.100 0.100 0.100 0.100 0.100 0.100positive moment at mid span 0.083 0.083 0.083 0.083 0.083 0.083 0.083

12 Internal oneway slab

Case No

Types of Panel and Moments Considered

Three edges discontinuous ( one long edge continuous)

Three edges discontinuous ( one short edge continuous )

Negative moment at continuous edge 0.083 0.083 0.083 0.083 0.083 0.083 0.083positive moment at mid span 0.063 0.063 0.063 0.063 0.063 0.063 0.063

1 Internal Panels:2 One short edge discontinuous:3 One long edge discontinuous4 Two adjacent edge discontinuous5 Two short edge discontinuous6 Two long edge discontinuous7 Three edges discontinuous( one long edge continuous)8 Three edges discontinuous( one short edge continuous )9 Four edge discontinuous

10 Simple support oneway slab11 End continious oneway slab12 Internal oneway slab

at outer Near middle of end span

simple support oneway slab 0 0.086 0End continious oneway slab 0.04 0.075 0.086Internal oneway slab 0.063 0.063 0.063

TABLE 3.14 Bending moment coefficient for Rectangular Panels supported on Four Sides with Provision for Torsion at Corners

Short span coefficient Ax (values of Ly/Lx)

2 Ly/Lx =(10)

0.065 0.032 40.049 0.024 5

67

0.068 0.037 80.052 0.028 9

1011

0.085 0.037 120.065 0.028 13

1415

0.091 0.047 160.069 0.035 17

1819

0.069 0 200.052 0.035 21

2223

0 0.045 240.088 0.035 25

26

270.097 0 280.073 0.043 29

30

310 0.057 32

0.096 0.043 33343536

0.107 0.056 373839

0.000 400.100 41

4243

0.100 440.083 45

4647

Long span coefficient Ay for

all values of

0.083 480.063 49

DESIGN OF SLABProject: Project1

INPUT DATA1 Slab Number S12 Concrete Grade fck = 20 N/mm23 Steel Grade fy = 415 N/mm24 Short Span Lx 4.00 M5 Long Span Ly 6.00 M6 Thickness of Slab T = 154 mm7 Cover to reinforcement Cc = 20 mm8 Live Load 2.00 kN/m29 Finish Load 1.00 kN/m2

10 Type of Slab Panel Simple support oneway slabLoad

1 Self weight of slab Sw = 3.85 kN/m22 Live Load LL = 2.00 kN/m23 Finish Load FL = 1.00 kN/m24 Misc Load ML = 0.00 kN/m21 Total Factored Load L = 10.23 kN/m2

DESIGNRatio of Long Span to short span Ly/Lx = 1.50

Co eff BM k pt Ast Dia Spacing dSpan X 0.100 16.36 0.983 0.290 373.9 10 209 129Span Y 0.00 0.000 0.000 184.8 10 0 119Support X 0.000 0.00 0.000 0.000 184.8 10 0 129Support Y 0.00 0.000 0.000 184.8 10 0 119

Check depth for Max Bending Moment 76.99 mmMin Effective Depth Provided 119.00 mmMin Ast required 0.12% 184.80 mm2

DEFLECTION CHECK

Reinforcement provided at Mid Span X 392.7 mm2Stress in reinforcement Fs 229.15Percentage of Reinforcement provided 0.304 %Modification Factor 1.562Permisible L/d 31.25Actual L/d 31.01Depth required for Deflection control 128.00

1020

0

T10@

200

154mm ThickT@ T@

T@

T10@

200T@ S1 T@

T@

1020

0

1020

0

T10@

200

Lx =Ly =

xy

Project Name: Project1

Abstract of Design

Slab Mark Thickness

Reinforcement

RemarksMain - X Dist -Y

Middle Support Middle SupportS1 154mm 20Mpa T10@200 - - -

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

Concrete Mix

Design sheet

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0

Documents

Repaired 1 Slab With Reports