INPUT4.01Tributary distances with unit loading (redistributed)ProjectSpreadsheets to Eurocode 2The Concrete CentreNo of storeys.10InternalYesEW k0.13636363640.1666666667 =0.8NS k0.20.25ClientBigBucks PLCBRACED FRAMES ONLYMade byDatePageAllow 610a & 6.10b ?Yes0PenultimateNoK0.450.550.50.50K0.44444444440.55555555560.50.50LocationColumn G14Rod6-Aug-10272LocationDouble penultimateDouble penultimateFEM3.78125-33-33FEM1.7578125-1.33333333331.3333333333-1.33333333331.3333333333COLUMN LOAD TAKE DOWN & DESIGN for RECTANGULAR COLUMNS to EN 1992: 2004CheckedRevisionJob NoEdge-0.3515625-0.429687500-0.1886574074-0.235821759300Originated from TCC51.xlsversion 4.0 on CD 2004-2010 TCCCHG-FB625Corner0-0.2148437500-0.11791087960Beam fck (N/mm)30No of storeys (this sheet)10Column LocationEN 1990YesFixed000.1074218750.107421875000.05895543980.0589554398Concrete density (kN/m)25Allow 610a & 6.10b ?Pinned0.053710937500.05371093750.029477719900.0294777199fyk (N/mm)500Span X1Span X2(,t0) =2.00Re-entrant ?Pinned-0.0241699219-0.029541015600-0.0131012088-0.016376511100Steel classASpan Y1No0EN 1991 METHOD0-0.014770507800-0.008188255500UK NA METHOD000.00738525390.0073852539000.00409412780.0040941278Imposed load reductionBase conditionUK NA METHOD0.00369262700.0036926270.002047063900.0020470639Span Y2-0.0016616821-0.002030944800-0.0009098062-0.001137257700M3.4038558962.88519287113.0574035645M1.55514407761.27028376581.3648581171Storeys above not valid using this methodX2.25489368796.314Y1.46029491264.361KEY PLAN3.7500.4101.0980.3891.125Beam spans (m) see plan..Edge distances (mm)COLUMN SECTIONE1Span Y13.750Span X15.500West0Min column cover (mm)30Beams1Span Y24.000Span X26.000North0c,dev (mm)1032.84Storeys above?NoStoreysGkQk0M0EXM0EYDIMENSIONSLOADSTributary area =27.5359897904m3.2452.290SLABSpanBEAM SIZES (mm)COLUMN BELOWSLABBEAM LINE LOADS3.0002.000Solid hfDirection || toSpan Y1Span Y2Span X1Span X2 mm mmfckHeight (m)gkqkCatN-SE-WDEAD LOADS6.3144.3616.2454.290LevelmmX, Y or BhbwhbwhbwhbwHBN/mmfloor to floorkN/mkN/mA to KkN/mkN/mSlabLine XLine YBeam XBeam YCol02L clearE.143.20.00.010.54.76.4164.80.70.33.432.84Roof125Y300250300250350300350300250300303.7505.201.50I0.000.00143.20.00.010.54.76.4164.80.70.33.432.849125Y300250300250350300350300250300303.7505.204.00B0.000.00143.20.00.010.54.76.4164.80.70.33.432.848125Y300250300250350300350300250300303.7505.204.00B0.000.00143.20.00.010.54.76.4164.80.70.33.432.847125Y300250300250350300350300250300303.7505.204.00B0.000.00143.20.00.010.54.711.5169.90.70.33.432.846125Y300250300250350300350300300450303.7505.204.00B0.000.00143.20.00.010.54.711.5169.90.70.33.432.845125Y300250300250350300350300300450303.7505.204.00B0.000.00173.50.00.010.54.714.0202.70.70.64.1532.844125Y300250300250350300350300300450304.5006.305.00D0.000.00173.50.00.010.54.714.0202.70.70.64.1534.083125Y300250300250350300350300300450354.5006.305.00D0.000.00173.50.00.010.54.714.0202.70.70.64.1534.082125Y300250300250350300350300300450354.5006.305.00D0.000.00173.50.00.010.54.714.0202.70.70.64.1534.081125Y300250300250350300350300300450354.5006.305.00D0.000.000.00.00.00.00.00.00.000020.580.00.00.00.00.00.00.000020.58

INPUT020-2.51001020.510010020.5101020.520202002010000-2.522.5-2.522.5-2.522.5

GridsColumnsEdgesHighlight

RESULTS10H1Cat02ProjectSpreadsheets to Eurocode 2The Concrete CentreA0.70.3ClientBigBucks PLCMade byDatePageB0.70.3LocationColumn G14Rod6-Aug-1027344C0.70.6COLUMN LOAD TAKE DOWN & DESIGN to EN 1992: 2004CheckedRevisionJob NoBARSD0.70.6Originated from TCC51.xls version 4.0 on CD 2004-2010 TCCCHG-FB6250E10.8Braced frames onlyF0.70.6CharacteristicDesignReinforcementIf a box below is RED, click CHECK button to obtain reinforcement.KEY PLANG0.70.3BelowGkQkMoments aboutNoBarEN 1991 METHODUK NA METHODH00Levelfrom above0.00.0NEdX-XY-Yand LayoutAdditional link legs may be requiredAveReductionsAreaStoreyThisI0.70.3RoofLoaded areaCategory164.841.3M0Ed5.152.544H = 250, B = 300YesLevelQk000nnQA-DAreaStoreyThisnlevelH = 250, B = 300K0.70.327.536Ireduction0.0275.7M20.000.008 links @ 140 / 240 c/cRoof41.30.70.001.000010.00.00.000.00.010.00.08 links @ 140 / 240 c/cClear height3.400Cumulative171.241.35.152.54H129Loaded areaCategory164.8110.1M0Ed5.121.424H = 250, B = 300YesH = 250, B = 30027.536Breduction3.0650.1M20.000.008 links @ 140 / 240 c/c9110.10.70.700.7001195.115.10.00.03.03.010.03.08 links @ 140 / 240 c/cClear height3.400Cumulative342.3148.45.121.42H128Loaded areaCategory164.8110.1M0Ed5.121.424H = 250, B = 300YesH = 250, B = 30027.536Breduction8.01017.1M20.000.008 links @ 140 / 240 c/c8110.10.71.400.70021190.115.10.00.06.19.10.911.011.08 links @ 140 / 240 c/cClear height3.400Cumulative513.5250.65.121.42H127Loaded areaCategory164.8110.1M0Ed5.110.884H = 250, B = 300YesCOLUMN SECTIONH = 250, B = 30027.536Breduction33.01346.5M20.000.008 links @ 150 / 250 c/c7110.10.72.100.70030.9285.215.128.528.59.118.20.844.144.18 links @ 150 / 250 c/cClear height3.400Cumulative684.7327.75.110.88H206Loaded areaCategory169.9110.1M0Ed5.551.334H = 300, B = 450YesH = 300, B = 45027.536Breduction55.11655.6M20.000.008 links @ 140 / 240 c/c6110.10.72.800.70040.85380.315.157.028.512.130.30.799.199.18 links @ 140 / 240 c/cClear height3.400Cumulative866.0382.85.551.33H125Loaded areaCategory169.9110.1M0Ed5.522.164H = 300, B = 450YesH = 300, B = 45027.536Breduction77.11931.6M20.000.008 links @ 140 / 240 c/c5110.10.73.500.70050.82475.415.185.628.515.245.50.6176.2176.28 links @ 140 / 240 c/cClear height3.400Cumulative1047.4415.85.522.16H124Loaded areaCategory202.7137.7M0Ed6.201.744H = 300, B = 450YesH = 300, B = 45027.536Dreduction55.12326.2M20.000.008 links @ 180 / 300 c/c4137.70.74.200.70060.8594.218.8118.833.319.064.40.6231.3231.38 links @ 180 / 300 c/cClear height4.150Cumulative1264.1498.46.201.74H203Loaded areaCategory202.7137.7M0Ed6.171.454H = 300, B = 450YesH = 300, B = 45027.536Dreduction55.12720.7M20.000.008 links @ 180 / 300 c/c3137.70.74.900.70070.7857142857713.018.8152.834.022.787.20.6286.4286.48 links @ 180 / 300 c/cClear height4.150Cumulative1480.8581.06.171.45H202Loaded areaCategory202.7137.7M0Ed6.180.966H = 300, B = 450YesH = 300, B = 45027.536Dreduction55.13115.3M20.000.008 links @ 180 / 300 c/c2137.70.75.600.70080.775831.918.8187.234.426.5113.70.6341.4341.48 links @ 180 / 300 c/cClear height4.150Cumulative1697.6663.66.180.96H251Loaded areaCategory202.7137.7M0Ed7.800.206H = 300, B = 450YesH = 300, B = 45027.536Dreduction55.13509.8M243.3128.888 links @ 180 / 300 c/c1137.70.76.300.70090.7666666667950.718.8221.834.730.3144.10.6396.5396.58 links @ 180 / 300 c/cClear height4.150Cumulative1914.3746.251.1129.09H320Loaded areaCategory0.00.0M0Ed0.000.006H = , B =0H = , B =27.5360.00reduction0.00.0M20.000.00000.00.00.000.0001000.00.00.00.030.3174.40.6396.5396.50Clear height0.000Cumulative1914.3746.20.000.0000Loaded areaCategory0.00.0M0Ed0.000.006H = , B =0H = , B =27.5360.00reduction99.10.0M20.000.00000.00.00.000.0001100.00.00.00.030.3204.70.5495.6495.60Clear height0.000Cumulative1914.3647.10.000.000

ENTER DATA IN BLUE CELLS ONLY.

RED MESSAGES INDICATE ENTRY ERRORS.

SEE Notes SHEET FOR PROGAM ASSUMPTIONS.Number of storeys qualifying for imposed load reduction, above those on this sheetTotal dead load from aboveTotal imposed load from above, including any reductionsMean value for all storeys aboveFirst order moment about x axis, at TOP of column immediately above, including imperfectionsFirst order moment about yaxis, at TOP of column immediately above, including imperfectionsYes if column has more than 12 liftsDead unit loading, including self-weightPRINTSHEET

RESULTS106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

CALC106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

Select106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

Col~M106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

Slen106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

M2106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

Secs106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

Gra106.50106.550-6.550-6.550106.550505050501001001001001001001001001001005050505050505050000000000

LinkBars

Refs106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

Notes106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

106.50106.550-6.550-6.550106.550505050501001001001001001001001001001005050505050505050000000000

LinkBars

106.50106.50-6.50-6.50106.500000100100100100100100100100100100100100100100100100100100000000000

LinkBars

020-2.51001020.510010020.5101020.520202002010000-2.522.5-2.522.5-2.522.5

GridsColumnsEdgesHighlight

M0 xxM0 yyBarsProjectSpreadsheets to Eurocode 2The Concrete Centre9LEVELNEdTopBtmTopBtmM0ExxM0EyyL0xL0yxyHBNofckFailmodeFail ClientBigBucks PLCMade byDatePageCalculations for lift1275.70.150.103.281.420.132.542.0092.08327.8424.0525030041230Roof.25LocationColumn G14Rod6-Aug-102742650.10.100.101.421.420.101.422.0092.08327.8424.05250300412309.25COLUMN LOAD TAKE DOWN & DESIGN to EN 1992: 2004CheckedRevisionJob No31017.10.100.101.421.420.101.422.0092.08327.8424.05250300412308.25Originated from TCC51.xls version 4.0 on CD 2004-2010 TCCCHG-FB6252541346.50.100.061.420.070.080.882.0092.08327.8424.05250300420307.25Section calculation for column below level 2300 x 450 with 6 H25 barsBelow level 2H =300B =450No62551655.60.150.010.302.010.091.332.1822.62025.2020.17300450412306.40fcd = cc x fck /c =0.85 x 35 /1.5 = 19.83 N/mm61931.60.010.112.012.260.072.162.1822.62025.2020.17300450412305.40fyd = fyk /s =500 /1.15 = 434.78 N/mmfck =35fcd =19.83Failmode.72326.20.090.101.891.530.101.742.5903.10329.9023.89300450420304.40STATUSValid design82720.70.100.101.481.420.101.452.5763.08429.7423.74300450420353.4093115.30.100.121.420.270.110.962.5763.08429.7423.74300450625352.32ACTIONS103509.80.090.000.200.000.090.203.2693.57737.7527.54300450632351.32from load take-down, NEd =3,115.3 kNn =1000 x 3,115.3 /19.83 /300 /450 = 1.1635.8.8.3 (3)NEd =3115.3n =1.1635110.00.000.000.000.000.000.000.0000.0000.000.0000600000from bending analysis, M0xx top =0.10 kNmM0yy top =1.42 kNmM0 are applied momentsM0xx top =0.10M0xx btm =0.12M0yy btm =1.42M0yy btm =0.272120.00.000.000.000.000.000.000.0000.0000.000.0000600000M0xx btm =0.12 kNmM0yy btm =0.27 kNm91234567891011121314151617181920combining top and bottom moments, m0Exx =0.11 kNmand m0Eyy =0.96 kNm(5.32)M0Exx =0.11M0Eyy =0.960Floor tomodXmodYfloor hx Xx YisxisyNS faceEW faceInter XInter YInt XInt YInt XInt YInt FsXInt FsYMRdXMRdYCxCySLENDERNESS10.7410.6543.7596.27105.8574.5099.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.088.87115.312.3732.134from flexural stiffness analysis, L0x =2.576 mand L0y =3.084 m(5.15)L0x2.576L0y3.08420.7410.5233.75136.52168.2374.5099.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.093.39121.152.7002.700rxx =(300 /12) = 86.60 mmryy =(450 /12) = 129.90 mmgross sectionrxx86.60ryy129.9030.7410.5233.75173.70212.9874.5099.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.077.5199.472.7002.700therefore, x =2,576 /86.60 = 29.74and y =3,084 /129.90 = 23.74x29.74y23.74max ratio1.25340.7410.5233.75216.34264.1274.5099.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.060.5276.852.2771.752efx =2 x 0.741 = 1.481efy =2 x 0.611 = 1.222(5.19)efx1.481efy1.222modX0.741modY0.61150.7410.5233.75218.99336.6899.50174.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.0133.97218.031.7591.848limx =22x2.538/(1+0.2 x 1.481)/1.163 = 39.94limy =22x1.893/(1+0.2 x 1.222)/1.163 = 31.02(5.13N)limx39.94limy31.02Cx2.5382627786Cy1.892867921860.7410.5233.75248.88381.0599.50174.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.0117.82190.221.7852.58829.74 39.94 therefore column is short23.74 31.02 therefore column is shortshortshort70.7410.6114.5295.40450.1899.50174.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.087.75140.602.5542.51380.7410.6114.5306.47466.0699.50174.50220, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.00.088.07140.112.6762.658SECTION ANALYSIS0.8190.7410.6114.5317.12489.2681.24174.5023150, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 01,750, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 0330.2, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0324.10.081.06144.312.5381.893cu3 =0.0035 and c3 = 0.00175 from Table 3.1 =0.80 =1.00(3.19) to (3.22)cu30.0035c30.00175100.7410.6114.5365.82562.6681.24174.5023150, 0, 0, 0, 0, 0, 0 & 00, 0, 0, 0, 0, 0, 0 & 01,750, 0, 0, 0, 0, 0, 0, 00, 0, 0, 0, 0, 0, 0, 0330.2, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.00.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0324.10.033.6368.271.7001.700.fcd =19.83 x 1.00 = 19.83 N/mmnet fyd =434.78 - 19.83 = 414.95 N/mm.fcd19.83net fyd414.95110.0000.0000685.18933.450.000.00000000000.00.00.000.000.0000.000d2 =30 + 8 + 25/2 = 50.5 mmAs = x 25 /4 x 6 = 2,945 mmd250.5As2945120.0000.0000509.90547.350.000.00000000000.00.00.000.000.0000.00012345678910111213141516171819202122About xx axisAbout yy axisd =300 - 50.5 = 249.5 mmd =450 - 50.5 = 399.5 mmdx249.5dy399.5Int FsXInt FsY(1-c3/c3u)h =300(1 - 175 /350) = 150 mm(1-c3/c3u)h =450(1 - 175 /350) = 225 mmhinge point(1-c3/c3u)h150(1-c3/c3u)h225121620253240121620253240there are2 bars in xx facesand3 bars in yy faces(total of 6 bars)N&S2E&W3000000000000Neutral axis depth x =317.12 mmx =489.26 mmby iterationx X317.12x Y489.26000000000000Conc comp force, Fc =MIN(0.8 x 317.12 ; 300)450 x 19.83 /1000Fc =MIN(0.8 x 489.26 ; 450)300 x 19.83 /1000000000000000=2,264.2 kN=2,328.9 kNFcx2264.2Fcy2328.9000000000000Limiting strain, c max =c3 /[x-(1-c3/c3u)h]x 0.00332c max =c3 /[x-(1-c3/c3u)h]x 0.00324Figure 6.1c max0.00332c max0.00324000000000000Intermediate bars are at150, 0, 0, 0, 0, 0, 0 & 0and atNo intermediate barsfrom column faceat150, 0, 0, 0, 0, 0, 0 & 0at0, 0, 0, 0, 0, 0, 0 & 0000000000000-strain at main compression steel =3,321(317.1- 50.5)/317.1 = 2,792sc =3,240(489.3- 50.5)/489.3 = 2,906sc0.00279sc0.00291000000000000-strains at intermediate bars =1,750, 0, 0, 0, 0, 0, 0, 0si =No intermediate barssi1,750, 0, 0, 0, 0, 0, 0, 0si0, 0, 0, 0, 0, 0, 0, 0000000000000-strain at main tension steel =3,321(317.1- 249.5)/317.1 = 708st =3,240(489.3- 399.5)/489.3 = 594st0.00071st0.0005974681.9405611366132767.894330909207449.834892046324140.367018822456767.612683045528404.741640345000000Net stress at main compression steel =Min(200000s, fyd) - .fcd = 414.95sc =Min(200000s, fyd) - .fcd = 414.95N/mmsc414.95sc414.9574681.9405611366132767.894330909207449.834892046324140.367018822523461.883981371626629.485620216000000Net stresses at intermediate bars =330.2, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0si =No intermediate barsN/mmsi330.2, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0si0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0, 0.0000000000000Net stress at main tension steel =Min(200000s, fyd) - .fcd = 121.78st =Min(200000s, fyd) = 118.88N/mmst121.78st118.88000000000000Force at main compression steel =414.95 x 982 /1000 = 407.4 kNFsc =414.95 x 1,473 /1000 = 611.1 kNFsc407.4Fsc611.1dxdySlenForces at intermediate bars =Ass = 324.1 kNFsi =Ass = 0.0 kNFsi324.1Fsi0.01199.5249.55.02Force at main tension steel =121.78 x 982 /1000 = 119.6 kNFst =118.88 x 1,473 /1000 = 175.1 kNFst119.6Fst175.12199.5249.55.02NRd = Fc + Fs =2,264.2 + 407.4 + 324.1 + 119.6NRd =2,328.9 + 611.1 + 0.0 + 175.1NRd3115.31NRd3115.023199.5249.55.02=3,115.3 kN NEd=3,115.0 kN NEdvalue of x selected toYesYes4199.5249.55.02Conc lever arm, z =Max(d - x /2, d - h/2) = 122.65 mmz =203.80 mmmatch NEd & NRdz122.65z203.805249.5399.55.46MRd = fcz + Fsa - NRd(d - h/2) =277.71 + 113.32 - 309.97MRd =474.62 + 213.26 - 543.57MRd81.06MRd144.316249.5399.55.46Moment of resistance, MRd =81.06 kNmMRd =144.31 kNm277.71113.32474.62213.267249.5399.56.108249.5399.56.07ProjectSpreadsheets to Eurocode 2The Concrete Centre9231.2399.56.07ClientBigBucks PLC10231.2399.57.71LocationColumn G14Rod6-Aug-10275110.00.00.00COLUMN LOAD TAKE DOWN & DESIGN to EN 1992: 2004120.00.00.00Originated from TCC51.xls version 4.0 on CD 2004-2010 TCCCHG-FB6251234Section calculation for column below level 2continued6.0705650505309.97543.57IMPERFECTIONSn =MIN(1, MAX(, 2 /4.5) = 0.9435.2 (5)n0.943floor to floor4.5Mi x =0.943 x 0.005 x 2.576 x 500 = 6.07 kNmMi y =0.943 x 0.005 x 3.084 x 500 = 7.27 kNm(5.1) & (5.2)Mi x6.07Mi y7.27Inperfections critical about xx axis, therefore set Miy = 05.8.9 (2)CriticalxSECOND ORDER MOMENTSx =0.35 + 35 /200 - 29.74 /250 = 0.406y =0.35 + 35 /200 - 23.74 /250 = 0.4305.8.8.3 (4)x0.406y0.430isx =81.24 mmisy =174.50 mmradius of gyration of steelisx81.24isy174.50dx =231.2 mmdy =399.5 mm5.8.8.3 (2)dx231.2dy399.5Kx =Max(1, 1 + 0.406 x 1.481) = 1.602Ky =Max(1, 1 + 0.430 x 1.222) = 1.5265.8.8.3 (1)Kx1.602Ky1.526nu = Asfyd /(Acfcd) =1.478Kr = (nu - n) /(nu - nbal) =0.2925.8.8.3 (1)nu1.478Kr0.29191/r0 = yd /(0.45d) =2.08910E-51/r0 =1.20910E-55.8.8.3 (1)1/r00.00002089121/r00.00001209241/r = KrK1/ro =0.976710E-51/r =0.538610E-5(5.34)1/r0.00000976711/r0.0000053858M0Edx = m0E + Mi =6.18 KnmM0Edy =0.96 Knm5.8.2 (5)PM0Ed6.18M0Ed0.96M2 x = NEd(1/r)L0 / =20.45 kNmM2 y =16.17 kNm(5.32)M220.45M216.17Column is short IGNOREColumn is short IGNORE5.8.2 (6)Ignore ?NoIgnore ?No> 10% of M0Ed Critical> 10% of M0Ed CriticalShort ?YesShort ?YesSINGLE AXIS CHECKSM0Ed + M2 =6.18 kNmM0Ed + M2 =0.96 kNm(5.31)M0Ed + M26.18M0Ed + M20.96Minimum moment, MEd,min x =20 x 3,115.3 /1000 = 62.31 kNmMEd,min y =20 x 3,115.3 /1000 = 62.31 kNm6.1 (4)MEd,min62.31MEd,min62.31Therefore design moment, MEdx =62.31 kNm < 81.06 OKand MEdy =62.31 kNm < 144.31 OKMEd62.31MEd62.31