SIMPLE DESIGN LOAD AND SPAN CHARTS FOR CORCON

CORCON Design, Construction and Technical Information Manual SIMPLE DESIGN CHART & SAMPLE CALCULATIONS INDEX DESIGN CONSIDERATIONS SIMPLE DESIGN LOAD AND SPAN CHARTS FOR CORCON SAMPLE CALCULATION BEAM DESIGN REFERENCE FIGURES FOR DESIGN P P3 P6 P15 P4 P1

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 m depression to 300 m 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 100 m and continuity the spam can be increased to 6m 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. P

CORCON Design, Construction and Technical Information Manual SIMPLE DESIGN LOAD AND SPAN CHARTS FOR CORCON Beams @ 100 Centres Single Span Beam Depth d mm Reqd bar size overla p Avg Conc Total. depth vol m3/ m* Allowable superimposed live load (KPa) C to C spans metres 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 Y1 0.1 184 3 75 Y1 0.1 09 5.5^ 100 Y1 0.1 34 5 1.5 150 Y1 0.1 84 5.5 1 00 Y1 0.1 334 4 4 1^ 50 Y16 0.13 384 5 5 3.5 0.3 3** 300 Y16 0,14 414 5 5 4 1^ 5** 3** *** 1.5 hour fire rating, stc 49, min cover 85mm, f6 mesh top & 1/50 deflection * based on 0m room ^ roof loads ** post tensioned *** continuous post tensioned built in primary beam Single Span Beam Depth d mm Reqd bar size overlap Avg Conc. vol m3/m* Total Allowable superimposed live load (KPa) depth C to C spans metres 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 Y1 0.10 164 5 5 3 1 1 100 Y1 0.10 14 5 4.5.5.05 150 Y1 0.10 64 5 3.5 1.5 00 Y1 0.11 314 4 1 50 Y16 0.11 364 5 5 4 1.5 0.5 300 Y16 0.1 414 5 5 5 3.5 1 0.5-hour fire rating, min cover 65mm, f6 mesh top & 1/50 deflection * based on 0m room ^ roof loads Continuous Span P3

CORCON Design, Construction and Technical Information Manual Beam Depth d mm Reqd bar size overlap Avg Conc. vol m3/m* Total depth mm Allowable superimposed live load (KPa) and deflection to span ratio. C to C spans metres 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 Y1 0.1* 184 75 Y1 0.1* 09 100 Y1 0.1* 34 150 Y1 0.1* 84 00 Y1 0.13* 334 50 Y16 0.13* 384 300 Y16 0.13* 434 1/ 70 1/ 75 1/3 00 1.5 hour fire rating, stc 49, min cover 85mm, f6 mesh & y16 @ 100mm top 1/ 75 1/ 75 1/3 50 1/3 00 1/3 1/3 1/ 50 00 50 P4

CORCON Design, Construction and Technical Information Manual SELECTED SECTION PROPERTIES D B d b = B = D = d = Fck = Fy = Conc. Cover = Rib Spacing = 110mm 155Mm 485mm 300mm 30N/mm 460N/mm 5mm 900mm Cross sectional Area = 177954.57mm Moment of Inertia Ixx = 468.E6 mm 4 Reinforcement at Mid-Span = * T16 mm Dia. Reinforcement at Supports = 3 T 1mm 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 = 0.6Kg P5

CORCON Design, Construction and Technical Information Manual SAMPLE CALCULATION PROJECT The Sukhothai Bangkok JOB REF DECOIN PTY LTD ACN 008 65 590 ABN 30 008 65 590 CALCULATION BY Upul Perera PART OF STRUCTURE CHECKED BY PRINTED BY Decoin Pty Ltd CALC SHEET DATE 09/0/003 P6

CORCON Design, Construction and Technical Information Manual MEMBER REF to BS 8110 References Loading (Guest Room Area) LOAD CALCULATIONS (A) Rib Self weight = 3.36 kn/m Screed + Finishes = 1.177 kn/m Services = 0.5 kn/m Ceilings = 0.5 kn/m Partitions = 3.434 8.41 kn/m - DL Imposed Lead 1.96 kn/m - LL Udl for Ribs n= 14.93 kn/m (ult) DL = 8.41 x 1. = 10.1 kn/m LL = 1.96 x 1. =.4 kn/m (B) Plant Room Area Rib Self wt. = 3.36 Screed = 1.177 Services.5 = 4.76 - DL Live Leads = 7.35 8 kn/m - LL N= 18.439 kn/m (ULT) 0 kn/m OUT PUT Udl for Ribs DL = 5.715 kn/m LL = 8.89 kn/m (C ) Storage Room, Rib self wt. = 3.36 kn/m Screed = 1.177 Services = 0.5 4.76 - kn/m - DL Imposed Load 4.905 - kn/m - LL P7

CORCON Design, Construction and Technical Information Manual UDL for Ribs, DL = 5.715 kn/m LL = 5.886 kn/m MEMBER REF Specimen Calculation Y0 Y0 15 OUT PUT 400 Area=140561 mm = 0.14 m 66 Loading for [live load of 300 kg/m Area] to BS 8110 References Ribbed slab self wt = 0.14 x 4 = 3.36 kn/m Screed = 1.18 Services = 0.5 Ceilings = 0.5 4.99 kn/m DL Live Load =.943 kn/m - LL Design Ultimate Load n = 4.99 x 1.4 +.943 x 1.6 = 11.69 kn/m Uniformly Distributed Load on a Rib DL = 1. x 4.99 = 5.88 kn/m LL = 1. x.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 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 P8

CORCON Design, Construction and Technical Information Manual against weather or aggressive conditions. BS8110 Table 3.4 Therefore treat as mild Exposure Conditions. For Grade 30 Concrete (30 Mpa) the Nominal cover requirement is as 5 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 = 0 mm 0 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. Minimum member Dimensions regeared for Ribbed beams, is 15 mm and Slab thickness of 95 mm for 1 hr fire rating? Same for -hr fire rating is 15 mm ribs & 15 mm slab thickness. MEMBER REF BS 8110 Cl.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 P9

CORCON Design, Construction and Technical Information Manual 6 M 71.110 K= =0.017 < k = 0.156 bd 1179 344 30 f cu Hence Compression R/F is not required. k Z=d [0.5 + 0.5 ] < 0.95d 0. 9 0.017 =344 x [0.5+ 0.5 ] 0.9 =344 x 0.98 >0.95d Z=0.95d=0.95x344=37mm BS 8110 Table 3.7 Depth to Neutral axis x = (d-z)/0.45 =(344-37)/0.45 =37.8mm <100mm min. flange thickness Hence, Neutral airs is within flange thickness. area of tension R/F, 6 M 71.110 555mm 0.87 fyz 0.87 45037 As = 100 As b w h min b w 95.5 1179 =0.18 for 0.08 0. 4 b As =555 mm (As) min = 0.18 95.5 400 68.7 100 mm 555mm Minimum Steel requirement is satisfactory. MEMBER REF CALCULATIONS Max m Support (at 1 st intention Support) = -63 knm OUT PUT Effective depth to tension R/F; (5+6+5+0/)=334mm Effective depth to compression R/F; 56mm d=400- d =35+6+15= P10

CORCON Design, Construction and Technical Information Manual M/bd f cu = 6 6310 = 0.85 > k =0.156 66 334 30 Compression Steel is required. Z=d [0.5 + 0.5 k' 0. 9 0.156 = 334[0.5 + 0.5 ] 0.9 = 334 x 0.776 = 59 mm x= (d-z)/0.45 = (384-59) / 0.45 = 166.6 mm Area of compression Reinforcements: ] A' s =(k-k') f cu bd /0.87 f y (d-d') 0.85 0.15630 66 334 = 0.87 450 334 56 =61.8 mm Compression steel area at support A' s = 61.8 mm BS 8110 Table 37 Area of tension R/F : A s = k' f cu bd / 0.87f y z +A' s 0.156 30 66 334 A s = +61.8 = 601.6 mm 0.87 450 59 100Asmin. =0.6 bwh 0.6 95.5 400 A smin. = = 99.3 mm <601.6 mm 100 minimum steel requirement is satisfactory. minimum tension R/F Tension steel area at support A s = 601.6mm P11

CORCON Design, Construction and Technical Information Manual MEMBER REF Check for Shear CALCULATIONS OUT PUT Max m. shear force at 1 st interior support = 60.6 kn, Take Max m shear force at d away from face of the support: V=54.8 kn Tension Steel provided Y 0 (68 mm ) BS 8110 Table 3.9 100As = bd mm 100 68 =1.968 v = 95.5 334 Design concrete shear stress v c 3 54.8 10 =1.718 N/ 95.5 334 Or from equation: 100As 400 4 v c = 0.79 /γ m bvd d 1 3 1 3 100 68 = 0.79 bvd 1 f 5 cu 1 4 400/ 334 1.5 1 3 30 5 1 3 1.046 v c = 0.79 1.50 1.5 1.065 = 0.878 N/ mm A sv b v s v (v-v c ) / 0.87 f yv BS 8110 Table 3.8 s v 0.87 f b v yv A v v c sv 0.87 50 8.3 95.5 1.718 0.898 BS 8110 cl.3.4.56 Table 3.8 s v 153mm provide R6-150 c/c max shear link spacing 0.75d= 0.75 x 334 = 50 mm minimum link requirement A sv 0.4 b v s v / 0.87 f yv 0.87 f yv Asv s v 0.4bv 0.87 508.3 = 3 mm 0.4 95.5 Provide Shear links at 1 st interior support R6-150 mm c/c. P1

CORCON Design, Construction and Technical Information Manual provide nominal links @ R6-5 c/c MEMBER REF CALCULATIONS Check for Deflection, (50mm Rib -n = 11.69kN/m Provide Nominal links R6-5 mm c/c. OUT PUT b w 95.5 = b 1179 = 0.081 Ref. BS 8110 Table 3.10 basic span/depth ratio = 16.76 (Value between simply supported & continuous) f s = mm 5 8 As req. 1 f y = 5 538 450 1 A 8 69 = 40 N/ sprov. b M/bd 6 71.110 = = 0.509 1179 344 Modification factor = 0.55 + 477 f s M 10 0.9 bd.0 M.F. = 0.55 + 477 40 1.95.0 10 0.9 0.509 Allowable span = 16.76 x 1.95 x 344 mm =11,4 mm > actual span 7,58 mm Hence: Deflection is satisfactory. P13

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 = 755 mm Strength of reinforcement (f y ) = 450 N/mm Area of steel required (As req.) = 778 mm Area of steel provided (As pro.) = 805 mm Moment redisribution ratio = 1 CALCULATIONS Basic Span/Span Depth ratio = 16.76 The design service stress (f s ) = 71.8 N/mm Modification factor = 1.67 1.673 Allowable Span = 11,046 mm Deflection is Satisfactory See the BS 8110- Table 3.10 Table 3.10 of BS8110 Rectangular Support Conditions Sections Flanged Beams with b w /b <=0.3 Cantilever 7 5.6 b w /b = 0.1 Simply Supported 0 16 Continuous 6 0.8 Note: Linear Interpolation between values given above can be used. P14

CORCON Design, Construction and Technical Information Manual BEAM DESIGN P15

CORCON Design, Construction and Technical Information Manual P16

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CORCON Design, Construction and Technical Information Manual REFERENCE FIGURES FOR DESIGN P4