Corcon Design

CORCON Design, Construction and Technical Information Manual

SIMPLE DESIGN CHART & SAMPLE CALCULATIONS INDEX

 DESIGN CONSIDERATIONS  SIMPLE DESIGN LOAD AND SPAN CHARTS FOR CORCON

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 SAMPLE CALCULATION

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BEAM DESIGN

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 REFERENCE FIGURES FOR DESIGN

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CORCON Design, Construction and Technical Information Manual

DESIGN CONSIDERATIONS CORCON is a hybrid moltiribbed slab +beam system using the best properties 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 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 of CORCON ribs.

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CORCON Design, Construction and Technical Information Manual

SIMPLE DESIGN LOAD AND SPAN CHARTS FOR CORCON Beams @ 1200 Centres Single Span Allowable superimposed live load (KPa) Reqd Avg Conc C to C spans metres Beam bar Total . Depth size depth vol d mm overla 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 m3/ p m2* 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 3.5 300 2Y16 0,14 414 5 5 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

2 4

0.3 3** 2 1^ 5** 3** 2***

Single Span Avg Total Allowable superimposed live load (KPa) Beam Reqd bar Conc. C to C spans metres Depth depth vol d mm size 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 overlap m3/m2* 50 2Y12 0.10 164 5 5 3 100 2Y12 0.10 214 5 150 2Y12 0.10 264 200 2Y12 0.11 314 250 2Y16 0.11 364 300 2Y16 0.12 414 0.5-hour fire rating, min cover 65mm, f62 mesh top & 1/250 deflection * based on 20m2 room ^ roof loads

1 4.5 2.5 .05 5 3.5 1.5 4 2 5

1

1 5 5

4 5

2 5

1.5 0.5 3.5 2 1

Continuous Span

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CORCON Design, Construction and Technical Information Manual

Beam Depth d mm

50

Allowable superimposed live load (KPa) and Reqd Avg Total deflection to span ratio. bar Conc. depth C to C spans metres size vol mm 10. 10. 11. overlap m3/m2* 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 0 5 0

2Y12

0.12*

2 184 1/2 70

75

2Y12

0.12*

209

100

2Y12

0.12*

234

150

2Y12

0.12*

284

200

2Y12

0.13*

334

250

2Y16

0.13*

384

300

2Y16

0.13*

2 1/2 75 2 1/3 00 2 1/2 75

434

2 1/2 75 2 2 1/3 1/3 50 00 2 2 2 1/3 1/3 1/2 50 00 50

1.5 hour fire rating, stc 49, min cover 85mm, f62 mesh & y16 @ 1200mm top

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CORCON Design, Construction and Technical Information Manual

SELECTED SECTION PROPERTIES B

d D

b= B= D= d= Fck = Fy = Conc. Cover = Rib Spacing =

110mm 155Mm 485mm 300mm 30N/mm2 460N/mm2 25mm 900mm

Cross sectional Area = 177954.57mm2 Moment of Inertia Ixx = 2468.22E6 mm4 Reinforcement at Mid-Span = 2 * T16 mm Dia. Reinforcement at Supports = 3 T 12mm Dia. Moment Capacity at Mid Span = 69.08KN-m Section Capacity at Support = 81.03 Actual Deflection = 1.14mm Shear Capacity = 0.86N/Sq.mm Shear Reinforcement = Please check CORCON test Results. Concrete Volume per Sq.m of Plan Area = 0.15Cub.m Reinforcement per Sq.m of Plan Area = 0.26Kg

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CORCON Design, Construction and Technical Information Manual

SAMPLE CALCULATION PROJECT

JOB REF

The Sukhothai Bangkok DECOIN PTY LTD ACN 008 625 590 ABN 30 008 625 590

CALCULATION BY Upul Perera PART OF STRUCTURE

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CHECKED BY

CALC SHEET

PRINTED BY Decoin Pty Ltd

DATE 09/02/2003

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CORCON Design, Construction and Technical Information Manual

MEMBER REF

LOAD CALCULATIONS

OUT PUT

Loading (Guest Room Area) (A) Rib Self weight kN/m2 Screed + Finishes kN/m2 Services kN/m2 Ceilings kN/m2

= 3.36 = 1.177 = 0.225 = 0.225

References to BS 8110

Partitions

=

kN/m2 - DL Imposed Lead kN/m2 - LL

3.434 8.421

1.962

n= 14.93 kN/m2 Udl for Ribs

(ult)

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. Screed

= 3.36 = 1.1772 0.225 = 4.7622

Services

kN/m2

- DL Live Leads kN/m2 - LL

= 7.35 8

N= 18.439 kN/m2 (ULT) Udl for Ribs

(C )

Storage Room, Rib self wt. Screed Services

kN/m2 - DL Imposed Load 2 kN/m - LL

DL = 5.715 kN/m LL = 8.829 kN/m = 3.36 kN/m2 = 1.177 0.225 = 4.7622

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4.905

-

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CORCON Design, Construction and Technical Information Manual

UDL  for Ribs, MEMBER REF

DL = 5.715 kN/m LL = 5.886 kN/m

Specimen Calculation Y20

OUT PUT

Y20 125 Area=140561 mm2 = 0.14 m2

400

66

References to BS 8110

Loading 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/m2 – DL = 2.943 kN/m2 -

Live Load LL Design Ultimate Load x 1.6

n = 4.99 x 1.4 + 2.943 = 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 hogging moment for each span, considering BM and SF envelopes.

MEMBER REF

CALCULATIONS

OUT PUT

A. Durability and Fire Resistance of Rib Slab BS8110 Cl 3.3.4

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

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CORCON Design, Construction and Technical Information Manual

against weather or aggressive conditions. Therefore treat as mild Exposure Conditions. BS8110 Table 3.4

For Grade 30 Concrete (30 Mpa) the Nominal cover requirement is as 25 mm, for Durability requirement, Note: Above cover requirement is including links

BS 8110 Table 3.5

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 BS 8110 Fig. 3.2

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

CALCULATIONS

OUT PUT

Design for bending. MaxM + re moment in the span = 71.1 kNm. BS 8110 Cl.3.4.4.4

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

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CORCON Design, Construction and Technical Information Manual

K=

M 71.1  10 6  =0.017 < k’ = 0.156 bd 2 f cu 1179  344 2 30

Hence Compression R/F is not required. Z=d [0.5 +

k    0.25   ] < 0.95d 0.9  

0.017   =344 x [0.5+  0.25  ] 0.9   =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 k’=0.156 66  334 2  30

Compression Steel is required.

Z=d [0.5 +

k'    0.25   ] 0.9  

= 334[0.5 +

0.156    0.25   ] 0.9  

= 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') fcubd 2/0.87 fy(d-d')  0.285  0.15630  66  334 2 = =261.8 mm2 0.87  450  334  56  Area of tension R/F : As = k' fcu bd2 / 0.87fyz +A's 0.156  30  66  334 2 As = +261.8 = 601.6 mm2 0.87  450  259

Compression steel area at support A's = 261.8 mm2

Tension steel area at support As = 601.6mm2

100 Asmin . =0.26 bwh 0.26  95.5  400 Asmin. = = 99.3 mm2 actual span 7,258 mm

Hence: Deflection is satisfactory.

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CORCON Design, Construction and 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

Effective depth at mid span (d) =

394 mm

Actual span of rib

=

7525 mm

Strength of reinforcement (fy)

=

450 N/mm

Area of steel required (Asreq.) =

778 mm

2

Area of steel provided (Aspro.) =

805 mm

2

Moment redisribution ratio

=

1

=

16.76

2

CALCULATIONS Basic Span/Span Depth ratio

The design service stress (fs) = Modification factor

=

Allowable Span

=

271.82 N/mm

2

1.67 11,046

1.673 mm

Deflection is Satisfactory

Table 3.10 of BS8110 See the BS 8110- Table 3.10

b w/b =

0.1

Rectangular Support Conditions Sections

Flanged Beams with bw/b