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.
SIMPLE DESIGN CHART & SAMPLE CALCULATIONS
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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