elemen tekan baru

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5.16L5.16516q8.0016.00H4.00400p44.0088.00

450 x 200 9 14 18 96.8 76.00 33,500 1,870 18.60 4.40 1,490.00 187.00tabel1 mm = 0.0393700787 incihbt1t2rAWIxIyixiyzxzy1 cm2 = 0.15500031 inci24002008131684.16623700174016.84.5411901741 kip-in = 0.112985 kN-mkonversi1 cm = 0.393700787 incihbt1t2rAWIxIyixiyzxzy1 cm3 = 0.061023744 inci315.748031487.874015740.31496062960.51181102310.629921259213.03552607166569.394775241.803667046.61417322161.78740157372.6182553610.6181314561 cm4 = 0.024025096 inci41 kg/m = 0.00980665 kN/m

cek syarat balok

50 161.67

elemenprflange7.692307692310.8327.65web50106.67161.67

momen terfaktor (kapasitas)

203.1496062992330.7086614173

untuk Lb LpMp3921.38578944kip/in443.0577734199kNmMu398.7519960779kNm

momen terfaktor (beban)661440100160615.7494799

momen maksimum terfaktor57.659160903553.2512113.5257.6591609035333.5424391.2015609035

391.201560903598.1064834161%398.7519960779

Sheet3L5.16516tabelhbt1t2rAWIxIyixiyzxzy4002008131684.16623700174016.84.541190174konversihbt1t2rAWIxIyixiyzxzy15.748031487.874015740.31496062960.51181102310.629921259213.03552607166569.394775241.803667046.61417322161.78740157372.6182553610.618131456Beban MatiBerat Sendiri666LBerat plat beton1440Berat Genangan Air1001606kg/m15.749kN/mBeban HidupqL16kN/mpL88kN/mMomen Momen Beban HidupMLL166.7712kNmMomen Beban MatiMqD52.4174190032kNmMomen Beban TerfaktorMu391.2015609035

MelintangL5.8758789.0245861011tabelhbt1t2rAWIxIyixiyzxzy700300132428235.52152010001080029.36.785760722konversihbt1t2rAWIxIyixiyzxzy27.5590550911.811023610.51181102310.94488188881.102362203636.5025730052154829.044296259.471036811.53543305912.6692913359351.4967654444.059143168Beban MatiqD215kg/m2.10842975kN/mRiD6.1882413162kN/mpD12.3764826325kN/mBeban HidupqL44kN/mRiL129.14kNPL258.28kNMomenMDLqD9.487933875MDLpD18.5647239488MDL28.052657823818.1624844Momen Beban HdupMLLqL198MLLpL645.7MLL843.7Momen Beban Terfaktor1718.2579236061kNmh/tw970/fyCek syarat: 53.8461538462161.67YESElemenFlange6.2510.8327.65Web53.8461538462106.67161.67Momen TerfaktorLp236.2204724409576.7716535433Mp18980.825333762144.5485503349Mu1930.09369530140.89024586189.0245861011

rangkaL =5.16N =45P =694.969P Terfaktor =132Jumlah Gelagar =10H =6RA = RB =3193.3605Arc Tan =2.32558139531.1646982685 =66.7322951899Arc Tan =0.4300.4060980583 =23.2677048101 =46.5354096201ATAU90

TITIK A11373.145015113476.0722827898

TITIK H123476.0722827898312746.29003

TITIK Cx=298.83667132719.5768986019z=756.495384188S23820.598375y= 2148.61669

TITIK Ix=2148.61669324894.90672142719.5768986019

TITIK Dx=298.83667151963.0815144139z=756.495384188S35670.378395y=1550.94335

Titik J336445.85y=1550.94335161963.0815144139

TITIK E171206.5861302259x=298.83667S46922.485075z=756.495384188y=953.27001TITIK K347399.12x=953.27001181206.5861302259

TITIK F19450.090746038x=298.8366757576.918415z=756.495384188y=355.59667Titik L357754.72x=355.5966720450.090746038KALAU 12 GELAGAR TITIK G23=-306.40463815x=298.836676=7633.678415z=756.495384188y=-242.07667TITIK S42=7622.9627555955x=-131.753994404524=-306.40463815

tarik

tekanL5.165160.8353528664%tabelhbt1t2rAWIxIyixiyzxzy388402151522178.5140490001630016.69.542520809

P7754.72790761.039702707Dlubang1.250.1251.375inch3.4925cm1.74625

A Lubang9.5838

pemeriksaan kapasitas berdasar desain kekuatanr15.8333333333OK13.4

r42.1666666667OK25.8666666667

kapasitas kekuatan batang terhadap kemungkinan tekuk (buckling)jari jari girasir9.5559681148koefisien15.165160.03380617020.580826392530.03304264642100000

6239.04546495Pn1113669.61549357Pn946619.173169538790761.039702707OK!

persentase0.8353528664%83.5352866407

Sheet1100 x 509.301005057811.8518714.83.981.1237.55.91100 x 10017.2100100681021.903831344.182.4776.526.7125 x 6013.21256068916.8441329.24.951.3266.19.73125 x 12523.81251256.591030.318472935.293.1113647.0150 x 7514.01507557817.8566649.56.111.6688.813.2150 x 10021.1148100691126.841,0201516.172.3713830.1150 x 15031.51501507101140.141,6405636.393.7521975.1175 x 9018.11759058923.04121097.57.262.0613921.7175 x 17540.21751757.5111251.2128809847.504.38330112200 x 10018.2198994.571123.1815801148.262.2116023.021.32001005.581127.618401348.242.2218426.8200 x 15030.6194150691339.0126905078.303.6127767.6200 x 20049.92002008121363.53472016008.625.0247216056.220020412121371.53498017008.354.8849816765.720820210161383.69653022008.835.13628218250 x 12525.7248124581232.68354025510.42.7928541129.6250125691237.66405029410.42.7932447.0250 x 17544.12441757111656.24612098410.44.18502113250 x 25064.424425211111682.068790294010.35.9872023366.52482498131684.709930335010.86.2980126972.42502509141692.1810800365010.86.2986729282.2250255141416104.711500388010.56.29919304300 x 15032.02981495.581340.80632044212.43.2942459.336.73001506.591346.38721050812.43.2948167.7300 x 20056.82942008121872.3811300160012.54.71771160SizeWeightDepth of SectionFlange WidthThicknessCorner RadiusSectional AreaMoment of InertiaRadius of GyrationModulus of Section(A)(B)WebFlange(r)JXJYixiyZxZy(t1)(t2)mmkg/mmmmmmmmmmmcmcm4cm4cmcmcm3cm380 x 857.44808549.47107.5572.313.372.7626.8913.41

350 x 17541.4346174691452.71110079214.53.8864191.049.63501757111463.11360098414.73.95775112350x 25069.2336498122088.118500309014.55.92110024879.734025091420101.521700365014.66.001280292350 x 350106338351131320135.328200938014.48.331670534115344348101620146.0333001120015.18.781940646131344354161620166.6353001180014.68.432050669137350350121920173.9403001360015.28.842300776156350357191920198.4428001440014.78.532450809159356352142220202.0476001600015.38.902670909400 x 20056.63961997111672.1620000145016.74.48101014566.04002008131684.1223700174016.84.541190174400 x 30094.338629991422120.133700624016.77.811740418107390300101622136.038700721016.97.281980481400 x 400140388402151522178.5490001630016.69.542520809147394398111822186.8561001890017.310.12850951168394405181822214.4597002000016.79.653030985172400400132122218.7666002240017.510.133301120197400408212122250.7709002380016.89.7535401170200406403162422254.9780002620017.510.138401300232414405182822295.4928003100017.710.244801530283428407203522360.71190003940018.210.455701930415458417305022528.61870006050018.810.781702900605498432457022770.12980009440019.711.1120004370450 x 20066.24461998121884.328700158018.54.33129015976.04502009141896.7633500187018.64.401490187SizeWeightDepth of SectionFlange WidthThicknessCorner RadiusSectional AreaMoment of InertiaRadius of GyrationModulus of Section(A)(B)WebFlange(r)JXJYixiyZxZy(t1)(t2)mmkg/mmmmmmmmmmmcmcm4cm4cmcmcm3cm3450 x300106434299101524135.046800669018.67.042160448124440300111824157.456100811018.97.182550541500 x 20079.549619991420101.341900184020.34.27169018589.6500200101620114.247800214020.54.331910214103506201111920131.356500258020.74.432230257500 x 300114482300111526145.560400676020.46.822500451128488300111626163.571000811020.87.042910541600 x 20094.6596199101522120.568700198023.94.052310199106600200111722134.477600228024.04.122590228120606201122022152.590400272024.34.222980271134612202132322107.7103000318024.64.313380314600 x 300137582300121728174.5103000767024.36.633530511151588300122028192.5118000902024.86.854020601175594302142328222.41370001060024.96.904620701700 x 300166692300132028211.5172000902028.66.534980602185700300132428235.52010001080029.36.785760722215708302152828273.62370001290029.46.866700853800 x 300191792300142228243.4254000993032.36.396410662210800300142628267.42920001170033.06.627290782241808302163028307.63390001380033.26.708400915900 x 300213890299152328270.93450001030035.76.167760688243900300162828309.84110001260036.46.399140843286912302183428364.04980001570037.06.56109001040

Sheet2L5.165160.9162905634%tabelhbt1t2rAWIxIyixiyzxzy338351131320135.310628200938014.48.333534

P4894.91499141.574339896Dlubang1.250.1251.375inch3.4925cm1.74625

A Lubang9.5838

pemeriksaan kapasitas berdasar desain kekuatanr15.8333333333OK13.5

r42.1666666667OK26

kapasitas kekuatan batang terhadap kemungkinan tekuk (buckling)jari jari girasir8.326308939koefisien15.165160.03380617020.66660491826.16839952242100000

4736.6774100407Pn640872.453578511Pn544741.585541734499141.574339896OK!

persentase0.9162905634%91.629056343

Sheet4L5.16516398.9229300102%tabelhbt1t2rAWIxIyixiyzxzy3563521422202021600015.38.92670909985

P3476.07354460.726424422Dlubang1.250.1251.375inch3.4925cm1.74625

A Lubang9.5838

pemeriksaan kapasitas berdasar desain kekuatanr15.8333333333OK8

r42.1666666667OK25.4285714286

kapasitas kekuatan batang terhadap kemungkinan tekuk (buckling)jari jari girasir0.2752136884koefisien15.165160.033806170220.16745068390.86495730632039432.426

5.1749818129Pn1045.3463261995Pn888.5443772696354460.726424422NO!

persentase398.9229300102%39892.2930010153

Sheet5430x100x11,19Profil C 2hbtwtfP7754.723877.358375L5.1651643101.11.9395380.519851353Kopel 2L/317267.716572316.6666666667AxAxr15.894093941528.3823106099316.66666666671190.9518.055.2631578947SIPP39.28.6958666667243.1221.5927.0888.12112547.38336.25842531942.05798.95Ag81.1281.121744.08r42.289642808728.382310609921.539.0909090909SIPPSayap 1780.9Sayap 2780.92203.8292Jari-Jari Girasir5.21224708972.052066891529.5803989155Konstanta1KL/r32.9992030387NICE !!!

0,44fy105620705160Fy240016675.2088302949ksiFe19013.9211291847kgfFy/Fe0.1262233068Fe19013.9211291847kgf/cm21172362.44623778kgf/cm2

FCr16675.2088302949kgf>16675.2088302949Pn1352692.94031353kgf