Simple Design & Sample Calculation - CORCON

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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
1

CORCON


Design
,
Construction
an
d
Technical
Information
Manual



SIMPLE DESIGN CHART & SAMPLE CALCULATIONS


INDEX




DESIGN CONSIDERATIONS

P2



SIMPLE
DESIGN LOAD AND SPAN CHARTS FOR CORCON


P3



SAMPLE CALCULATION

P6



BEAM DESIGN

P15



REFERENCE FIGURES FOR DESIGN

P24


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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
2

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




DESIGN CONSIDERATIONS


CORCON



is a hybrid moltiribbed slab +beam system using the best pr
operties of a slab
coupled with all the advantages of the beam used to stiffen the slab in deflection.

CORCON



is a
flexible
system that can be applied to any span and loading
configuration
by the use of inserts which can be used to vary the depth of the

CORCON




rib beams
-
from a nominal 50 m
2
depression to 300 m
2
deep for extra heavy loads and or
long
Spam
over 8 to 9m. Also by reducing the (c to c) centre to centre spacing from 1200
m
2
and continuity the spam can be increased to 26m using post
-
tens
ioning.

Small spans
-
say 3m
-
use
CORCON



with "FLAT" insert mould (see the Figure below):



If require structural primary beams could always use upstand beams subject to
requirements. (see the Figure below):





This upstand systems allows continuou
s layting of
CORCON



ribs.


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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
3

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




SIMPLE
DESIGN LOAD AND SPAN CHARTS FOR CORCON




Beams @ 1200
Centres

Single Span



Allowable superimposed live load (KPa)

C to C spans met
res

Beam

Depth

d mm
Reqd

bar

size

overla
p

Avg

Conc
.

vol

m3/
m2*
Total

depth

mm

4.0

5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0

10.0
11.0
14.0


















50

2Y12
0.12
184

3













75

2Y12
0.12
209

5

.5^












100

2Y12
0.12
234

5

1.5











150

2Y12
0.12
284


5

2.5
1











200

2Y12
0.12
334




4

4

2

1^








250

2Y16
0.13
384





5

5

3.5
2

0.3
3**





300

2Y16
0,14
414






5

5

4

2

1^

5**


3**


2***

1.5 hour fire rating, stc 49, min cover 85mm,

f62 mesh top & 1/250 deflection


* based on 20m2 room

^ roof loads

** post tensioned

*** continuous post tensioned built in primary beam


Single Span



Allowable superimposed live load (KPa)

C to C spans met
res


Beam

Depth

d mm
Reqd

bar

size

overlap

Avg

Conc.

vol

m3/m2*
Total

depth

mm

3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0

9.5



















50

2Y12

0.10

164

5

5

3

1









1


100

2Y12

0.10

214



5

4.5

2.5

.05









150

2Y12

0.10

264





5

3.5

1.5








200

2Y12

0.11

3
14







4

2

1






250

2Y16

0.11

364








5

5

4

2

1.5

0.5


300

2Y16

0.12

414









5

5

5

3.5

2

1

0.5
-
hour fire rating, min cover 65mm,

f62 mesh top & 1/250 deflection


* based on 20m2 room

^ roof loads


Continuous Span

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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
4

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




Allowable superimposed live load (KPa) and
deflection to span ratio.

C to C spans metres


Beam

Depth

d mm
Reqd

bar

size

overlap

Avg

Conc.

vol

m3/m2*
Total

depth

mm

5.0
5.5
6.0

6.5
7.0

7.5
8.0

8.5
9.0

9.5
10.
0

10.
5

11.
0


















50

2Y12

0.12*

184

2

1/2
70













75

2Y12

0.12*

209


2

1/2
75












100

2Y12

0.12*

234



2

1/3
00











150

2Y12

0.12*

284





2

1/2
75









200

2Y12

0.13*

334







2

1/2
75







250

2Y16

0.13*

384









2

1/3
50

2

1/3
00




300

2Y16

0.13*

434











2

1/3
50

2

1/3
00

2

1/2
50

1.5 hour fire rating, stc 49, min cover 85mm,

f62 mesh & y16 @ 1200mm top

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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
5

CORCON


Design
,
Construction
an
d
Technical
Information
Manual



SELECTED SECTION PROPERTIES

















b =

110
mm




B =

155
Mm




D =

485
mm




d =

300
mm




Fck =

30
N/mm2




Fy =

460
N/mm2




Conc. Cover =

25
mm




Rib Spacing =

900
mm








Cross sectional Area =




177954.57
mm
2

Moment of Inertia Ixx =




2468.22
E6
mm
4

Reinforcement at Mid
-
Span =


2 * T16 mm Dia.

Reinforcemen
t at Supports =


3 T 12mm Dia.

Moment Capacity at Mid Span =


69.08
KN
-
m

Section Capacity at Support =


81.03


Actual Deflection =



1.14
mm

Shear Capacity =



0.86
N/Sq.mm

Shear Reinforcement =


Please check CORCON test Results.

Concrete Volume p
er Sq.m of Plan Area =

0.15
Cub.m

Reinforcement per Sq.m of Plan Area =

0.26
Kg




















B




d
D


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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
6

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




SAMPLE CALCULATION


PROJECT

The Sukhothai Bangkok


JOB REF


DECOIN PTY LTD

ACN 008 625 590

ABN 30 008 625 590

CALCULATION BY


Up
ul Perera


CHEC
KED
BY

CALC SHEET


PART OF

STRUCTURE

PRINTED BY

Decoin Pty Ltd

DATE

09/
0
2/2003




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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
7

CORCON


Design
,
Construction
an
d
Technical
Information
Manual


MEMBER

REF















LOAD CALCULATIONS


Loading (Guest Room Area)


(A) Rib Self weight = 3.36
kN/m
2

Screed + Fin
ishes = 1.177
kN/m
2

Services = 0.225
kN/m
2

Ceilings = 0.225
kN/m
2

Partitions
=
421
.
8
434
.
3

kN/m
2

-
DL

Imposed Lead 1.962
kN/m
2
-
LL


n= 14.93 kN/m
2
(ult)


Udl for Ribs
DL = 8.421 x 1.2 = 10.1 kN/m


LL = 1.962 x 1.2 = 2.4 kN/m


(B) Plant Room Area

Rib Self wt.

= 3.36

Screed
= 1.1772

Services =
7622
.
4
225
.
0

kN/m2

-
DL

Live Leads = 7.35 8
kN/m
2

-
LL



N= 18.439 kN/m
2
(ULT)


Udl for Ribs DL = 5.715 kN/m



LL = 8.829 kN/m




(C ) Storage Room,

Rib self wt.


=

3.36 kN/m
2


Screed = 1.177

Services =
7622
.
4
225
.
0

-

kN/m
2

-
DL

Imposed Load
4.905
-

kN/m
2

-
LL


OUT PUT


Refer
ences to BS 8
110

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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
8

CORCON


Design
,
Construction
an
d
Technical
Information
Manual


UDL

for Ribs, DL = 5.715 kN/m





LL = 5.886 kN/m




MEMBER

REF















Specimen Calculation









Load
ing
for [live load of 300 kg/m2 Area]


Ribbed slab self wt = 0.14 x 24 = 3.36 kN/m2

Screed = 1.18

Services = 0.225

Ceilings

= 0.225


4.99

kN/m
2


DL


Live Load = 2.943 kN/m
2

-

LL


Design Ultimate Load n = 4.99 x 1.4 + 2.943
x 1.6


= 11.69 kN/m
2




Uniformly Distributed Load on a Rib


DL = 1.2 x 4.99 = 5.88 kN/m

LL = 1.2 x 2.943 = 3.53 kN/m (service load)


Three load combinations were considered. Please refer
Prokon print out sheets #01 to #03.


The rib beam i
s designed for max. sagging and hogging
moment for each span, considering BM and SF envelopes.



OUT PUT



MEMBER

REF


BS8110

Cl 3.3.4


CALCULATIONS


A.

Durability and Fire Re
sistance of Rib Slab


Exposure conditions: It is assumed that these rib beams are
used in areas where the concrete surfaces are protected
OUT PUT


R
efere
nc
es to BS 811
0

Y20
Y20
Area=140561 mm
2
= 0.14 m
2
66
125
400
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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
9

CORCON


Design
,
Construction
an
d
Technical
Information
Manual





BS8110

Table 3.4





BS 8110

Table 3.5










BS 8110

Fig. 3.2















against weather or aggressive conditions.


Therefore treat as mild Exposure Conditions.


For Grade 30 Concrete (30 Mpa
) the Nominal cover
requirement is as 25 mm, for Durability requ
ire
ment,


Note: Above cover requirement is including links



Nominal cover for Ribbed slab for :
-



01 hr. Fire Period = 20 mm

02 hr. Fire Period = 35 mm for continuous beams

45

mm for Simply
Supported beams




use 35 mm cover for bottom bars



Minimum member Dimensions regeared for Ribbed
beams, is 125 mm and Slab thickness of 95 mm for 1 hr
fire rating?


Same for 2
-
hr fire rating is 125 mm ribs & 125 mm slab
thickness.




MEMBER

RE
F





BS 8110

C
l
.3.4.4.4



CALCULATIONS



Design for bending.

Max
M
+ re moment in the span = 71.1 kNm.


Effective Depth

(d) = 400

(35+6+15) = 344 mm



OUT PUT










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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
10

CORCON


Design
,
Construction
an
d
Technical
Information
Manual
























BS 8110

Table 3.27











K=

cu
f
bd
M
2
30
344
1179
10
1
.
71
2
6


=0.
017 < k’ = 0.156


Hence Compression R/F is not required.


Z=d [0.5 +







9
.
0
25
.
0
k
] < 0.95d

=344 x [0.5+







9
.
0
017
.
0
25
.
0
]

=344 x 0.98 >0.95d




Z=0.95d=0.95x344=327mm


Depth to Neutral axis
‘x’ = (d
-
z)/0.45


=(344
-
327)/0.45

=37.8mm <100mm min. flange thickness



Hence, Neutral airs is within flange thickness.


area of tension R/F,

As =

fyz
M
87
.
0

2
6
555
327
450
87
.
0
10
1
.
71
mm








h
b
As
w
min
100
=0.18 for
4
.
0
08
.
0
1179
5
.
95



b
b
w




(As)
min
=
2
2
555
7
.
68
100
400
5
.
95
18
.
0
mm
mm






Minimum Steel requirement is satisfactory.





























As =555 mm
2














MEMBER

REF








CALCULATIONS


Max
m
Support (at 1
st
intention Support) =
-
63 kNm


Effective depth to tension R/F; d=400
-
(25+6+25+20/2)=334mm

Effective depth to
compression R/F; d’=35+6+15=
56mm


OUT PUT









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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
11

CORCON


Design
,
Construction
an
d
Technical
Information
Manual

































BS 8110

Ta
b
le 327


M/bd
2
f
cu
=
30
334
66
10
63
2
6



= 0.285 > k’=0.156



Compression Steel is required.


Z=d [0.5 +







9
.
0
'
25
.
0
k
]

= 334[0.5 +







9
.
0
156
.
0
25
.
0
]

= 334 x 0.776

= 259 mm


x= (d
-
z)/0.45 = (384
-
259) / 0.45 = 166.6 mm


Area of compression Reinforcements:


A'
s
=(k
-
k') f
cu
bd
2
/0.87 f
y
(d
-
d')

=




56
334
450
87
.
0
334
66
30
156
.
0
285
.
0
2






=261.8 mm
2


Area of tension R/F : A
s
= k' f
cu
bd
2
/ 0.87f
y
z +A'
s


A
s
=
259
450
87
.
0
334
66
30
156
.
0
2





+261.8 =
601.6 mm
2


minimum tension R/F
h
b
As
w
.
min
100
=0.26


A
smin.
=
100
400
5
.
95
26
.
0


= 99.3 mm
2
<601.6 mm
2

mini
mum
steel requirement is
satisfactory.




















Compression steel
area at support

A'
s
= 261.8 mm
2




Tension steel area
at support

A
s
= 601.6mm
2



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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
12

CORCON


Design
,
Construction
an
d
Technical
Information
Manual



MEMBER

REF












BS 8110

Table 3.9




Or from
equation:










BS 8110

Table 3.8







BS 8110

cl.3.4.56


Table 3.8






CALCULATIONS

Check for Shear


Max
m.
shear force at 1
st
interio
r
support = 60.6 kN,

Take Max
m
shear force at ‘d’ away from face of the
support:

V=54.8 kN


Tension Steel provided 2 Y 20 (628 mm
2
)


bd
As
100
=
334
5
.
95
628
100


=1.968 v =
334
5
.
95
10
8
.
54
3


=1.718 N/
mm
2


Design concre
te shear stress v
c


v
c
= 0.79
3
1
100






bvd
As
4
1
400






d
/
γ
m


3
1
25






cu
f


= 0.79
3
1
628
100







bvd
4
1
25
.
1
334
/
400








3
1
25
30








v
c
= 0.79

1.250







25
.
1
046
.
1

1.0625 = 0.878 N/ mm
2


A
sv

b
v
s
v
(v
-
v
c
) / 0.87 f
yv


s
v




c
v
sv
yv
v
v
b
A
f

87
.
0






898
.
0
718
.
1
5
.
95
2
3
.
28
250
87
.
0







s
v

153mm

provide R6
-
150 c/c



max shear
link spa
c
ing 0.75d= 0.75 x 334 = 250 mm


minimum link
requirement

A
sv

0.4 b
v
s
v
/ 0.87 f
yv



s
v


v
sv
yv
b
A
f
4
.
0
87
.
0





5
.
95
4
.
0
2
3
.
28
250
87
.
0




= 322 mm


OUT PUT


































Provide Shear links
at 1
st
interior
support

R6
-
150 mm c/c.









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Appendix IX.
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P
13

CORCON


Design
,
Construction
an
d
Technical
Information
Manual











provide nominal links @ R6

-
225
c/c









Provide Nominal
links R6
-
225 mm
c/c.


MEMBER

REF








Ref. BS 8110

Table
3.10














CALCULATIONS



Check for Deflection
, (250mm Rib
-
n = 11.69kN/m
2








b
b
w
=






1179
5
.
95
= 0.081


basic span/Depth ratio = 16.76 (Value between simply
supported & continuous)


f
s
=
b
sprov
req
s
y
A
A
f

1
8
5
.
.



=
1
629
538
450
8
5



= 240 N/
mm
2


M/bd
2
=
2
6
344
1179
10
1
.
71


= 0.509


Modification factor = 0.55 +


0
.
2
9
.
0
120
477
2









bd
M
f
s


M.F. = 0.55 +




0
.
2
95
.
1
509
.
0
9
.
0
120
240
477






Allowable span = 16.76 x 1.95 x 344 mm


=11,242 mm > actual sp
an 7,258 mm



Hence
:
Deflection is satisfactory.




OUT PUT



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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
14

CORCON


Design
,
Construction
an
d
Technical
Information
Manual



CHECK FOR DEFLECTION (BS8110)





DATA



Bending moment at mid span =

114

kNm (Ultimate)

Average web width (b
w
) =

95.5

mm

Effective Flange width (b) =

1179

mm

Eff
ective depth at mid span (d) =

394

mm

Actual span of rib =

7525

mm




Strength of reinforcement (f
y
) =

450

N/mm
2

Area of steel required (As
req
.) =

778

mm
2

Area of steel provided (As
pro.)
=

805

mm
2

Moment redisribution ra
tio =

1


CALCULATIONS



Basic Span/Span Depth ratio =

16.76


The design service stress (f
s
) =

271.82

N/mm
2

Modification factor =

1.67

1.673




Allowable Span =

11,046

mm




Deflection is S
atisfactory







Table 3.10 of BS8110


See the BS 8110
-
Table 3.10

Support Conditions

Rectangular
Sections

Flanged Beams with b
w
/b
<=0.3




Cantilever

7

5.6


b
w
/b =

0.1

Simply Supported

20

16




Continuous

26

20.8










Note: Linear Interpolati
on between values given above




can be used.











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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
15

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




BEAM DESIGN



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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
16

CORCON


Design
,
Construction
an
d
Technical
Information
Manual



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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
17

CORCON


Design
,
Construction
an
d
Technical
Information
Manual



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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
18

CORCON


Design
,
Construction
an
d
Technical
Information
Manual





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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
19

CORCON


Design
,
Construction
an
d
Technical
Information
Manual





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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
20

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
21

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
22

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
23

CORCON


Design
,
Construction
an
d
Technical
Information
Manual





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Appendix IX.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS





P
24

CORCON


Design
,
Construction
an
d
Technical
Information
Manual




REFERENCE FIGURES FOR DESIGN













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