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Calculation Front Sheet CALCULATIONSDOCUMENT No0001 - MN00175 - MNC - 00OFFICEPROJECT TITLEMANILATHE WORLD - FRANCE AND SPAINSUBJECTSHEET No1OFISSUETOTAL SHEETSAUTHORDATECHECKED BYDATEAPPROVED BYDATECOMMENTS12345SUPERSEDES DOC NoDATEDESIGN BASIS STATEMENT (Inc. sources of info/data, assumption made, standards, etc.)

C102DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN C102)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113b =2500 mm16201d =5000 mmf'c =28 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =930 kN16201Concrete Cover =40 mmM* =0 kN-m20314Main Bar Diameter =25 mmNu =222000 kN25491Link Diameter =16 mmMu =110000 kN-m32804 =0.6BundledYesNo. of Bars (X-dir.) =37No. of Legs (X-dir.) =4NoNo. of Bars (Y-dir.) =88No. of Legs (Y-dir.) =4B. CalculationsLink Area =201 mmClear Spacing (x) =41 mmbc =2404 mmClear Spacing (y) =31 mmdc =4904 mmMin. Spacing =300 mmAc =11789216 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 28 x 12500000=63000 kN> N* Detail using Clause 10.7.4b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(0/0.6*110000) + (930/0.6*222000)=0.0(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(3466/0.6*233) + (14000/0.6*10000)=620.1>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3Along X- DirectionAlong Y- Directionfr=[(No. of Legs x Alink x fyL)/(s x bc)]fr=[(No. of Legs x Alink x fyL)/(s x ds)]=[(2 x 79 x 460)/(150 x 290)]=[(10 x 79 x 460)/(150 x 1090)]=1.66 N/mm=2.21 N/mmke=(1-nw2/6Ac)(1-s/2bc)(1-s/2dc)ke=(1-nw2/6Ac)(1-s/2bc)(1-s/2dc)n=2w=60 mmn=10w=92 mmke=0.688ke=0.659fr, eff=ke * frfr, eff=ke * fr=1.14 N/mmOkay!=1.46 N/mmOkay!

XYbdMaximum Axial from Interaction DiagramMaximum Moment from Interaction Diagram

C106DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN C106)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113b =400 mm16201d =1500 mmf'c =56 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =21200 kN16201Concrete Cover =50 mmM* =6658 kN-m20314Main Bar Diameter =32 mmNu =10000 kN25491Link Diameter =10 mmMu =2982 kN-m32804 =0.6BundledYesNo. of Bars (X-dir.) =4No. of Legs (X-dir.) =2NoNo. of Bars (Y-dir.) =12No. of Legs (Y-dir.) =12B. CalculationsLink Area =79 mmClear Spacing (x) =51 mmbc =290 mmClear Spacing (y) =91 mmdc =1390 mmMin. Spacing =200 mmAc =403100 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 56 x 600000=6048 kN< N* Detail using Clause 10.7.3.3b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(6658/0.6*2982) + (21200/0.6*10000)=26.3>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3Along X- DirectionAlong Y- Directionfr=[(No. of Legs x Alink x fyL)/(s x bc)]fr=[(No. of Legs x Alink x fyL)/(s x ds)]=[(2 x 79 x 460)/(150 x 290)]=[(12 x 79 x 460)/(150 x 1390)]=1.66 N/mm=2.08 N/mmke=(1-nw2/6Ac)(1-s/2bc)(1-s/2dc)ke=(1-nw2/6Ac)(1-s/2bc)(1-s/2dc)n=2w=51 mmn=12w=91 mmke=0.700ke=0.673fr, eff=ke * frfr, eff=ke * fr=1.16 N/mmOkay!=1.40 N/mmOkay!




C114DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN C113)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113b =300 mm16201d =700 mmf'c =56 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =6500 kN16201Concrete Cover =50 mmM* =320 kN-m20314Main Bar Diameter =25 mmNu =10000 kN25491Link Diameter =10 mmMu =221 kN-m32804 =0.6BundledYesNo. of Bars (X-dir.) =3No. of Legs (X-dir.) =2NoNo. of Bars (Y-dir.) =6No. of Legs (Y-dir.) =6B. CalculationsLink Area =79 mmClear Spacing (x) =53 mmbc =190 mmClear Spacing (y) =86 mmdc =590 mmMin. Spacing =150 mmAc =112100 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 56 x 210000=2117 kN< N* Detail using Clause 10.7.3.3b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(319.7/0.6*221) + (6500/0.6*10000)=7.0>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3Along X- DirectionAlong Y- Directionfr=[(No. of Legs x Alink x fyL)/(s x bc)]fr=[(No. of Legs x Alink x fyL)/(s x ds)]=[(2 x 79 x 460)/(150 x 190)]=[(6 x 79 x 460)/(150 x 590)]=2.54 N/mm=2.45 N/mmke=(1-nw2/6Ac)(1-s/2bc)(1-s/2dc)ke=(1-nw2/6Ac)(1-s/2bc)(1-s/2dc)n=2w=53 mmn=6w=86 mmke=0.524ke=0.493fr, eff=ke * frfr, eff=ke * fr=1.33 N/mmOkay!=1.21 N/mmOkay!




C111DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN C111)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113db =1200 mm16201f'c =56 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =32000 kN16201Concrete Cover =50 mmM* =6961 kN-m20314Main Bar Diameter =25 mmNu =10000 kN25491Link Diameter =12 mmMu =3688 kN-m32804 =0.6BundledYesNo. of Bars =58No. of Legs =4NoB. CalculationsLink Area =113 mmdcore =1088 mmMin. Spacing =300 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 56 x 0=0 kN< N* Detail using Clause 10.7.3.3b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(6961/0.6*3688) + (32000/0.6*10000)=38.3>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3fr=[(No. of Legs x Alink x fyL)/(s x bc)]=[(4 x 113 x 460)/(150 x 1088)]=1.28 N/mmke=(1 - s/2ds)2s=150ds=1090 mmke=0.867fr, eff=ke * fr=1.11 N/mmOkay!


C112DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN C112)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113db =500 mm16201f'c =56 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =6300 kN16201Concrete Cover =50 mmM* =497 kN-m20314Main Bar Diameter =25 mmNu =10000 kN25491Link Diameter =12 mmMu =82 kN-m32804 =0.6BundledYesNo. of Bars =16No. of Legs =3NoB. CalculationsLink Area =113 mmdcore =388 mmMin. Spacing =250 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 56 x 0=0 kN< N* Detail using Clause 10.7.3.3b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(496.8/0.6*82) + (6300/0.6*10000)=103.1>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3fr=[(No. of Legs x Alink x fyL)/(s x bc)]=[(3 x 113 x 460)/(150 x 388)]=2.68 N/mmke=(1 - s/2ds)2s=150ds=438 mmke=0.687fr, eff=ke * fr=1.84 N/mmOkay!


C117DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN C117)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113db =1000 mm16201f'c =56 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =21000 kN16201Concrete Cover =50 mmM* =4097 kN-m20314Main Bar Diameter =25 mmNu =10000 kN25491Link Diameter =12 mmMu =519 kN-m32804 =0.6BundledYesNo. of Bars =34No. of Legs =4NoB. CalculationsLink Area =113 mmdcore =888 mmMin. Spacing =300 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 56 x 0=0 kN< N* Detail using Clause 10.7.3.3b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(4097/0.6*519) + (21000/0.6*10000)=185.3>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3fr=[(No. of Legs x Alink x fyL)/(s x bc)]=[(4 x 113 x 460)/(150 x 888)]=1.56 N/mmke=(1 - s/2ds)2s=150ds=938 mmke=0.846fr, eff=ke * fr=1.32 N/mmOkay!


C109DOCUMENT NO.SHEETMQ000090SUBJECTLATERAL REINFORCEMENT CHECK (COLUMN TC1 - B2 TO UGF)SUBJECTCALCULATIONSOUTPUTLink Reinforcement Check to AS 3600-2009A. ParametersLink Diameter107912113db =2000 mm16201f'c =56 N/mmSpacing =150 mmMain Bar Diameter12113fy =460 N/mmN* =21000 kN16201Concrete Cover =50 mmM* =4164 kN-m20314Main Bar Diameter =25 mmNu =10000 kN25491Link Diameter =12 mmMu =537 kN-m32804 =0.6BundledYesNo. of Bars =34No. of Legs =4NoB. CalculationsLink Area =113 mmdcore =1888 mmMin. Spacing =300 mmBars bundled =NoSmax =300 mmCheck if column need not be designed using Clause 10.7.3.3:Clause 10.7.3.1.ba.)N* 0.3 fc' Ag 0.3 fc' Ag=0.6 x 0.3 x 56 x 0=0 kN< N* Detail using Clause 10.7.3.3b.)0.25>(M*/0.6Mu) + (N*/0.6Nu)(M*/0.6Mu) + (N*/0.6Nu)=(4164/0.6*537) + (21000/0.6*10000)=179.3>0.25 Detail using Clause 10.7.3.3Since both criteria fail, fitments must be detailed using Clause 10.7.3.3Clause 10.7.3.1 cMin. effective confining pressure (frmin) = 0.015 fc' =0.84 N/mmClause 10.7.3.3fr=[(No. of Legs x Alink x fyL)/(s x bc)]=[(4 x 113 x 460)/(150 x 1888)]=0.73 N/mmke=(1 - s/2ds)2s=150ds=1938 mmke=0.924fr, eff=ke * fr=0.68 N/mm

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