design chart

7/28/2019 Design Chart

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Appendix IX. SIMPLE DESIGN CHART & SAMPLE CALCULATIONS P1

CORCON

Desi n, Construction and 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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CORCON


DESIGN CONSIDERATIONS

CORCON

is a hybrid moltiribbed slab +beam system using the best properties of a slabcoupled 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 m2

depression to 300 m2

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

m2

and continuity the spam can be increased to 26m using post-tensioning.

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 continuous layting ofCORCON ribs.



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CORCON


SIMPLE DESIGN LOAD AND SPAN CHARTS FOR CORCON

Beams @ 1200 Centres

Single SpanAllowable superimposed live load (KPa)

C to C spans metresBeamDepth

d mm

Reqd

bar

size

overla

p

AvgConc

.vol

m3/m2*

Totaldepth

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 1.5150 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 metresBeam

Depth

d mm

Reqdbar

sizeoverlap

AvgConc.

volm3/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 0.11 314 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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CORCON


Allowable superimposed live load (KPa) and

deflection to span ratio.

C to C spans metres

BeamDepth

d mm

Reqdbar

sizeoverlap

AvgConc.

volm3/m2*

Totaldepth

mm5.0 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

21/2

75

100 2Y12 0.12* 234

2

1/300

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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CORCON


SELECTED SECTION PROPERTIES

b = 110mmB = 155MmD = 485mmd = 300mm

Fck = 30N/mm2Fy = 460N/mm2

Conc. Cover = 25mmRib Spacing = 900mm

Cross sectional Area = 177954.57mm2

Moment of Inertia Ixx = 2468.22E6 mm4Reinforcement at Mid-Span = 2 * T16 mm Dia.Reinforcement at Supports = 3 T 12mm Dia.Moment Capacity at Mid Span = 69.08KN-mSection Capacity at Support = 81.03Actual Deflection = 1.14mmShear Capacity = 0.86N/Sq.mmShear Reinforcement = Please check CORCON test Results.Concrete Volume per Sq.m of Plan Area = 0.15Cub.mReinforcement per Sq.m of Plan Area = 0.26Kg

B

dD



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CORCON


SAMPLE CALCULATION

PROJECT

The Sukhothai BangkokJOB REF

DECOIN PTY LTDACN 008 625 590ABN 30 008 625 590

CALCULATION BY

Upul Perera

CHECKED

BY

CALC SHEET

PART OF

STRUCTURE

PRINTED BYDecoin Pty Ltd

DATE09/02/2003



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CORCON


MEMBERREF

LOAD CALCULATIONS

Loading (Guest Room Area)

(A) Rib Self weight = 3.36kN/m2

Screed + Finishes = 1.177kN/m

2

Services = 0.225kN/m

2

Ceilings = 0.225kN/m

2

Partitions =421.8

434.3

kN/m2 - DL

Imposed Lead 1.962kN/m

2- LL

n= 14.93 kN/m2

(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. = 3.36Screed = 1.1772

Services =7622.4

225.0

kN/m2

- DL

Live Leads = 7.35 8kN/m

2- LL

N= 18.439 kN/m2

(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/m2

- DL

Imposed Load 4.905 -kN/m2 - LL

OUT PUT

R

efer

ences

to

B

S

8110



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CORCON


UDL for Ribs, DL = 5.715 kN/m

LL = 5.886 kN/m

MEMBERREF

Specimen Calculation

Loading for [live load of 300 kg/m2 Area]

Ribbed slab self wt = 0.14 x 24 = 3.36 kN/m2Screed = 1.18

Services = 0.225Ceilings = 0.225

4.99 kN/m2

DL

Live Load = 2.943 kN/m2

-LL

Design Ultimate Load n = 4.99 x 1.4 + 2.943

x 1.6

= 11.69 kN/m2

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 is designed for max. sagging and hoggingmoment for each span, considering BM and SF envelopes.

OUT PUT

MEMBER

REF

BS8110

Cl 3.3.4

CALCULATIONS

A. Durability and Fire Resistance 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

eferences

to

B

S

8110

Y20 Y20

Area=140561 mm2 = 0.14 m2

66

125

400



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CORCON


BS8110Table 3.4

BS 8110

Table 3.5

BS 8110Fig. 3.2

against weather or aggressive conditions.

Therefore treat as mild Exposure Conditions.

For Grade 30 Concrete (30 Mpa) the Nominal coverrequirement is as 25 mm, for Durability requirement,

Note: Above cover requirement is including links

Nominal cover for Ribbed slab for : -

01 hr. Fire Period = 20 mm02 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

REF

BS 8110

Cl.3.4.4.4

CALCULATIONS

Design for bending.

MaxM

+ re moment in the span = 71.1 kNm.

Effective Depth(d) = 400 (35+6+15) = 344 mm

OUT PUT



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CORCON


BS 8110

Table 3.27

K= cufbd

M2 303441179

101.712

6

=0.017 < k = 0.156

Hence Compression R/F is not required.

Z=d [0.5 +

9.0

25.0k

] < 0.95d

=344 x [0.5+

9.0

017.025.0 ]

=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


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CORCON


BS 8110

Table 327

M/bd2

fcu =3033466

10632

6

= 0.285 > k=0.156

Compression Steel is required.

Z=d [0.5 +

9.0

'25.0

k]

= 334[0.5 +

9.0

156.025.0 ]

= 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') fcubd2/0.87 fy(d-d')

= 5633445087.0

3346630156.0285.0 2

=261.8 mm2

Area of tension R/F : As = k' fcu bd2

/ 0.87fyz +A's

As =25945087.0

3346630156.0 2

+261.8 = 601.6 mm

2

minimum tension R/F

hb

As

w

.min100 =0.26

Asmin. =100

4005.9526.0 = 99.3 mm

2


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CORCON


MEMBER

REF

BS 8110Table 3.9

Or from

equation:

BS 8110Table 3.8

BS 8110

cl.3.4.56

Table 3.8

CALCULATIONS

Check for Shear

Maxm. shear force at 1st interior support = 60.6 kN,

Take Maxm

shear force at d away from face of the

support:V=54.8 kN

Tension Steel provided 2 Y 20 (628 mm2)

bd

As100=

3345.95

628100

=1.968 v =3345.95

108.54 3

=1.718 N/

mm2

Design concrete shear stress vc

vc = 0.793

1

100

bvd

As 41

400

d

/m3

1

25

cuf

= 0.793

1

628100

bvd

4

1

25.1

334/400

3

1

25

30

vc = 0.79 1.250 25.1046.1 1.0625 = 0.878 N/ mm2

Asv bv sv (v-vc) / 0.87 fyv

sv cvsvyv

vvb

Af

87.0

898.0718.15.95

23.2825087.0

sv 153mm provide R6-150 c/c

max shear link spacing 0.75d= 0.75 x 334 = 250 mm

minimum link requirement Asv 0.4 bv sv / 0.87 fyv

sv v

svyv

b

Af

4.0

87.0

5.954.0

23.2825087.0

= 322 mm

OUT PUT

Provide Shear links

at 1st

interiorsupport

R6-150 mm c/c.



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CORCON


provide nominal links @ R6 -225 c/c

Provide Nominallinks R6-225 mmc/c.

MEMBER

REF

Ref. BS 8110

Table 3.10

CALCULATIONS

Check for Deflection, (250mm Rib -n = 11.69kN/m2

b

bw =

1179

5.95= 0.081

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

fs=bsprov

reqs

yA

Af

18

5

.

. = 1629

538450

85 = 240 N/

mm2

M/bd2

=2

6

3441179

101.71

= 0.509

Modification factor = 0.55 +

0.2

9.0120

477

2

bd

M

fs

M.F. = 0.55 +

0.295.1509.09.0120

240477

Allowable span = 16.76 x 1.95 x 344 mm

=11,242 mm > actual span 7,258 mm

Hence: Deflection is satisfactory.

OUT PUT



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CORCON


CHECK FOR DEFLECTION (BS8110)

DATA

Bending moment at mid span = 114 kNm (Ultimate)

Average web width (bw) = 95.5 mm

Effective Flange width (b) = 1179 mm

Effective depth at mid span (d) = 394 mm

Actual span of rib = 7525 mm

Strength of reinforcement (fy) = 450 N/mm2

Area of steel required (Asreq.) = 778 mm2

Area of steel provided (Aspro.) = 805 mm2

Moment redisribution ratio = 1

CALCULATIONS

Basic Span/Span Depth ratio = 16.76

The design service stress (fs) = 271.82 N/mm2

Modification factor = 1.67 1.673

Allowable Span = 11,046 mm

Deflection is Satisfactory

Table 3.10 of BS8110

See the BS 8110- Table 3.10 Support ConditionsRectangularSections

Flanged Beams with bw/b


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CORCON


BEAM DESIGN



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REFERENCE FIGURES FOR DESIGN

design chart

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