Soal Pek Beton 1

indexINDEXJUDULNO. DOKUMENSHEETLITERATURE1Penulangan KolomBTN/PBI&SKSNI/TS/05tulkol2Tabel Penulangan KolomBTN/PBI&SKSNI/TS/05-1tblkol3Diagram Interaksi KolomBTN/SKSNI/ALDO/05-2InteraksiKolom4Penulangan Pile CapBTN/SKSNI/TS/06Pilecap5Penulangan TanggaBTN/SKSNI/TS/07tanggaatasbawah6Pondasi TelapakBTN/SKSNI/TS/08-1pondtelapak7Daya Dukung Tiang PancangBTN/SKSNI/TS/08-2spt8Pondasi PelatBTN/SKSNI/TS/08-3pondplat9Konsol PendekBTN/SKSNI/TS/09konsol pendek

KODE DOKUMENT(1) / (2) / (3) / (4)(1) Jenis doukument - NOTE = data perencanaan, kesimpulan, lampiran - BJ = Konstruksi Baja - BTN = Konstruksi Beton - COM = Konstruksi Kompusit(2) Peraturan - PB! - LRFD - SKSNI - ACI - SNI - PPBBI - Kombinasi = ditambah "&"(3) Asal, sumber, pembuat - TS - YATSER(4) Nomor - Dua angkakode fileKodeContoh Nama FileSxxx = Sipil S1xx = Administrasi S2xx = Pek. Beton S3xx = Pek. Baja S4xx = Pek. KompositeAxxx = ArsitekturPxxx = PengawasanMExxx = Mekanikel and ElectricalBQxxx = Rab

tulkol

PENULANGAN KOLOM K1 (30x30)

Dari hasil out-put ETABS diperoleh

P = 9,438.03kgM = 300.47kg.mpanjang tekuk = 550cm

b = 30cmht = 30cm

eo1 =M =300.47=0.03=3.18cmP9,438.03

eo2 =1ht=30=1cm3030

eo = eo1 + eo2 =4.18cm

eo=4.18=0.1394547026cmht30

dari tabel PBI'71 10.6.2 , untuk baja keras -----> C2 = 7.098

0.004.004.400.014.464.910.024.925.420.035.385.930.045.846.440.055.866.450.065.956.550.076.046.650.086.146.760.096.236.860.106.326.960.116.367.010.126.417.050.136.457.100.146.507.140.156.547.190.166.567.210.176.597.240.186.617.260.196.647.290.206.667.320.216.687.340.226.697.350.236.717.370.246.727.380.256.747.410.266.757.420.276.767.430.286.777.450.296.787.460.306.797.470.316.807.480.326.817.490.336.817.500.346.827.510.356.837.520.366.847.530.376.847.530.386.857.540.396.857.540.406.867.550.416.877.560.426.877.560.436.887.570.446.887.570.456.897.580.466.907.580.476.907.590.486.917.590.496.917.600.506.927.600.516.927.600.526.927.610.536.937.610.546.937.610.556.937.620.566.937.620.576.937.620.586.947.620.596.947.630.606.947.630.616.947.630.626.947.630.636.957.640.646.957.640.656.957.640.666.957.640.676.957.640.686.967.650.696.967.650.706.967.650.716.967.650.726.967.650.736.977.660.746.977.660.756.977.660.766.977.660.776.977.660.786.987.670.796.987.670.806.987.670.816.987.670.826.987.670.836.987.680.846.987.680.856.997.680.866.997.680.876.997.680.886.997.690.896.997.690.906.997.690.916.997.690.926.997.690.906.997.690.916.997.690.926.997.690.936.997.690.946.997.690.957.007.700.967.007.700.977.007.700.987.007.700.997.007.701.007.007.70C1 =12

e1 = C1 C2 ( lk / 100.ht )2 . ht

=17.098(550/10030)230=7.157cm

e2=0.15 ht=4.50cm

eu=eo + e1 + e2=4.18+7.157+4.5=15.84cm

eau =eu + ( 1/2 ht )=15.84+15.0=30.84cm

P . eau =9,438.03x30.84=291,076.31kg.cm=2,910.76kg.m

Pembesian kolom :- lebar kolom = 300mm- beton decking =20mm- tebal efektif d =280mm- Mutu beton fc' =K-250 =25Mpa- Mutu baja fy =U-354 =350MPa

m = fc / (0,85 .fy) = 350 / (0.85 . 25) =16.47

Rn = M / (f b d2)=29,107,631/(0.85.300.280,280) =1.456

r = (1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )

=(1/16.47)*(1- ( 1 - ((2 . 1.456.16.47)/350)))

=0.00431

Aperlu = r .b .d = 0.00431300280=362.30mm2

Dipasang tulangan 8 d - 19 (Aact = 4D19( Aact =1133.54mm2)

Pembesian begel :Dsengkangd10-300mm

S1=48x10=480mmS2=16x19=304mmS3=300mmSmin300mm

4D19d10 - 300300

300

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tblkolTABEL TULANGAN KOLOM

TypeK1 (30/30)K2 (D50)K3 (30/30)K4 (D50)K5 (D50)K6 (D50)LokasiLt. 4Lt. 4Lt. 3Lt. 3Lt. 2Lt. 1No. frame ETABSC32C32C56C38C39C39P(kg)14387354782707276865126814176096M(kg-m)2918291291302199panjang tekuk (cm)550550400400400450b (cm)305030505050ht (cm)305030505050(lentur N & PBI 1971)eo1 (cm)0.200.510.030.171.030.11eo2 (cm)1.001.671.001.671.671.67eo (cm)1.202.181.031.832.691.780.004.004.400.014.464.910.024.925.420.035.385.930.045.846.440.055.866.450.065.956.550.076.046.650.086.146.760.096.236.860.106.326.960.116.367.010.126.417.050.136.457.100.146.507.140.156.547.190.166.567.210.176.597.240.186.617.260.196.647.290.206.667.320.216.687.340.226.697.350.236.717.370.246.727.380.256.747.410.266.757.420.276.767.430.286.777.450.296.787.460.306.797.470.316.807.480.326.817.490.336.817.500.346.827.510.356.837.520.366.847.530.376.847.530.386.857.540.396.857.540.406.867.550.416.877.560.426.877.560.436.887.570.446.887.570.456.897.580.466.907.580.476.907.590.486.917.590.496.917.600.506.927.600.516.927.600.526.927.610.536.937.610.546.937.610.556.937.620.566.937.620.576.937.620.586.947.620.596.947.630.606.947.630.616.947.630.626.947.630.636.957.640.646.957.640.656.957.640.666.957.640.676.957.640.686.967.650.696.967.650.706.967.650.716.967.650.726.967.650.736.977.660.746.977.660.756.977.660.766.977.660.776.977.660.786.987.670.796.987.670.806.987.670.816.987.670.826.987.670.836.987.680.846.987.680.856.997.680.866.997.680.876.997.680.886.997.690.896.997.690.906.997.690.916.997.690.926.997.690.906.997.690.916.997.690.926.997.690.936.997.690.946.997.690.957.007.700.967.007.700.977.007.700.987.007.700.997.007.701.007.007.70eo/ht (cm)0.040.040.030.040.050.04222221C26.446.445.935.936.455.84C111.1511.151.151.15

e1 (cm)6.4944.4813.1632.1822.3742.720e2 (cm)4.507.504.507.507.507.50eu (cm)12.2014.168.7011.5212.5712.00eau (cm)27.2039.1623.7036.5237.5737.00P.eau (kgm)3913138936415280694764065155

Pembesian kolom :(SKSNI 1991)Lebar kolom (mm)300500300500500500Beton decking(mm)202020202020Tebal efektif d (mm)280480280480480480fc' (Mpa)252525252525fy (Mpa)350350350350350350

m16.4716.4716.4716.4716.4716.47Rn1.9571.4193.2092.8664.8656.654r 0.00590.00420.01000.00880.01600.0236r pakai0.00590.00420.01000.00880.01600.0236Aperlu(mm2)4941,0088392,1203,8435,663Dipasang4 D134 D198 D138 D1911 D2215 D22Apakai (mm2)53111341061226741795699

Pembesian begel :d8d12d10d12d12d12S1384576480576576576S2208304208304352352S3300500300500500500Smin208304208304352352Spakaid8 - 208d12 - 304d10 - 208d12 - 304d12 - 352d12 - 352

* C1 (persegi) = 1* C1 (bulat) = 1.15

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InteraksiKolomDIAGRAM INTERAKSI KOLOM (30/30)FC (Mpa)20b (mm)3001FY(Mpa)320h (mm)300PERHITUNGAN DIAGRAM INTERAKSI KOLOM

0.010.020.030.040.050.060.070.08fy320320320320320320320320f'c2020202020202020Dimensi b300300300300300300300300Dimensi h300300300300300300300300Ag9000090000900009000090000900009000090000Ast9001800270036004500540063007200Ec200000200000200000200000200000200000200000200000d'49.549.549.549.549.549.549.549.5As'450900135018002250270031503600As1450900135018002250270031503600Kondisi Tekan Konsentris :Po1802.72075.42348.12620.82893.53166.23438.93711.6Pnmax1442.161660.321878.482096.642314.82532.962751.122969.28Kondisi Balance :y0.00160.00160.00160.00160.00160.00160.00160.0016Cb163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174163.3695652174ab138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348138.8641304348Cek Tulangan (syarat s' >y)s'0.0020910180.0020910180.0020910180.0020910180.0020910180.0020910180.0020910180.002091018V=0Pnb700.5570652174692.9070652174685.2570652174677.6070652174669.9570652174662.3070652174654.6570652174647.0070652174MA144720002894400043416000578880007236000086832000101304000115776000B13703175274063504110952554812700685158758221905095922225109625400C57058780.643017557058780.643017557058780.643017557058780.643017557058780.643017557058780.643017557058780.643017557058780.6430175

Pnb*e (KNm)85.233955643113.409130643141.584305643169.759480643197.934655643226.109830643254.285005643282.460180643

e (mm)121.6659710891163.6714883365206.6148790427250.5279082185295.4437917283341.39728008388.4247480909436.5642909141Momen Murni :Asumsi :Tul tekansyV=0cc= 0.85*f'c**c*b43354335433543354335433543354335Ts2 =As*fs'27000054000081000010800001350000162000018900002160000(c-d')/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/c(c-49.5)/cTs1=As1*fy14400028800043200057600072000086400010080001152000Persamaan :A c^2 +B c + C A43354335433543354335433543354335B1260002520003780005040006300007560008820001008000C-13365000-26730000-40095000-53460000-66825000-80190000-93555000-106920000

c42.862679688654.665417736461.994822600667.213834380971.194369826974.362748160276.960491635579.1377391599a36.433277735346.465605075952.695599210657.131759223860.515214352963.208335936265.416417890267.267078286Kontrol Asumsis'-0.00046455240.00028347450.00060463870.00079063340.00091416090.00100303240.00107043850.0011235249s0.01453273490.01074726530.009121980.0081807340.007555610.00710586640.00676475050.0064961015Perhitungan Mncc*(d-a/2)43160505.468085853856550.004315760240356.022234764665382.320725167972879.617670170563810.559096672660509.965157474398663.3203436Ts2(d-d')-8403753.0064785110256108.236668532813741.249263457210233.619708282685853.7668684108869134.831851135549630.020783162596518.049067

Mn34.756752461664.11265824193.0540972715121.8756159404150.6587333845179.4329453909208.2101399859236.9951813694

Data Data Diagram00000000Mn34.756752461664.11265824193.0540972715121.8756159404150.6587333845179.4329453909208.2101399859236.9951813694Mnb85.233955643113.409130643141.584305643169.759480643197.934655643226.109830643254.285005643282.460180643Mn34.756752461664.11265824193.0540972715121.8756159404150.6587333845179.4329453909208.2101399859236.9951813694

Po1802.72075.42348.12620.82893.53166.23438.93711.6Pnmax1442.161660.321878.482096.642314.82532.962751.122969.28Pnb700.5570652174692.9070652174685.2570652174677.6070652174669.9570652174662.3070652174654.6570652174647.007065217400000000

Mn000000000.02555643560.04714166050.06842213030.08961442350.11077848040.13193598930.15309569120.17426116280.06267202620.08338906660.10410610710.12482314750.1455401880.16625722840.18697426890.20769130930.02555643560.04714166050.06842213030.08961442350.11077848040.13193598930.15309569120.1742611628P0.53020588240.61041176470.69061764710.77082352940.85102941180.93123529411.01144117651.09164705880.42416470590.48832941180.55249411760.61665882350.68082352940.74498823530.80915294120.87331764710.20604619570.20379619570.20154619570.19929619570.19704619570.19479619570.19254619570.190296195700000000

TypeK1aK2K3K4K5LokasiLt. 4Lt. 4Lt. 3Lt. 3Lt. 2No. frame ETABSC32C32C56C38C39P(kg)103548021444520865822M(kg-m)12013010001290102

Perencanaan TulanganMu (kNm)1.21.31012.91.02Pu/f (kN)103.5480.2144.45208.658.22Ag (mm2)9000090000900009000090000e (mm)11.5916.21224.9761.83124.09Pu/(0,85*f'c*Ag*)0.10410.08070.04470.20980.0083 use0.650.650.650.650.65Pu/(0,85*f'c*Ag*) x (e/h)0.00400.00440.03350.04320.0034 pakai0.010.010.020.010.01Aperlu(mm2)9009001,800900900Dipasang6 d136 d1312 D195 D136 d12Apakai (mm2)gantiganti3401gantigantiatauDipasang tul utama6 D134 D134 D132 D134 D12Apakai (mm2)796531531265452Dipasang tul ekstra6 D106 D134 D103 D134 D10Apakai (mm2)471796314398314Atot pakai (mm2)gantigantigantigantiganti

Pembesian begel :d8d8d8d8d8S1384384384384384S2208208304208192S3300300300300300Smin208208300208192Spakaid8 - 208d8 - 208d8 - 300d8 - 208d8 - 192

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Pilecap

PERHITUNGAN PILE CAP TYPE P1

Pile Cap Type P1 (4 tiang ) Arah X ( 1100x1100x500 mm2)Data - data

fc'20MpaTypeP1P100536kgJumlah 4tiangSelimut beton60mmLx1100mmHt500mmLy1100mmd440mmbc1bklm500mmhklm500mmbo = bklm + 2*0.5*Ht1000mmho = hklm + 2*0.5*Ht1000mm

Cek Geser Pons

A=2*(bo+ho)*d=2*(1000+1000)*440=1760000mm2

Vc1=(1+2/bc) x (fc'0.5 /6) x A=(1+2/1) x (20^0.5 /6) x 1760000=3935480N ~393547.964039963kg

Vc2=(fc'0.5 /3) x A=(20^0.5 /3) x 1760000=2623653N ~262365.309359975kg

Diambil yang terkecil ---> Vc=262365.309359975kgCek : Vc>P / f262365>167560(ok)Berarti dimensi pile cap bisa dipakai.

Penulangan Pile Cap

Data-datafc' (beton)25.00MpaHt500mmfy' (baja)350.00Mpab1100mmd' (1)60mm

ALTERNATIVE 1Q pile cap =1320kg/m

0.3 m2P0.55 m

L1 =0.30m 2P =50268kgL =0.55m

Mu=1.2 x ( 2P.L1 - 1/2.Q.L^2) =1.2 x (50268x0.3-1/2x1320x0.55^2)=17856.90kgm

ALTERNATIVE 2Q pile cap =1320>

0.1 m1P2P0.2 m0.55 m

L1 =0.10m 1P =25134kgL2 =0.20m 2P =50268kgL =0.55m

Mu=1.2 x ( 1P.L1+ 2P.L2 - 1/2.Q.L^2) =1.2 x (25134x0.1+50268x0.2-1/2x1320x0.55^2)=14840.82kgm

ALTERNATIVE 3

0.1 m1P2P3P0.2 m0.3 m0.55 m

L1 =0.10m 1P =25134kgL2 =0.20m 2P =50268kgL3 =0.30m 3P =75402kgL =0.55m

Mu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3 - 1/2.Q.L^2) =1.2 x (25134x0.1+50268x0.2+75402x0.3-1/2x1320x0.55^2)=41985.54kgm

ALTERNATIVE 4

0.1 m1P2P3P4P0.2 m0.3 m0.4 m0.55 m

L1 =0.10m 1P =25134kgL2 =0.20m 2P =50268kgL3 =0.30m 3P =75402kgL4 =0.40m 4P =100536kgL =0.55m

Mu=1.2 x ( 1P.L1+ 2P.L2+ 3P.L3+ 4P.L4 - 1/2.Q.L^2) =1.2 x (25134x0.1+50268x0.2+75402x0.3+100536x0.4-1/2x1320x0.55^2)=90242.82kgm

Pilih [1/2/3/4]=1

Qpile cap = Ht x B x 2400=0.5 x 1.1 x 2400=1320kg/m

pmin==0.0025pmaks=0,75 x (0,85 x 25)/350 x 0,85 x [600/(600+350)]=0.0244

Mu=17856.9 kgm=178.57kNmd =500 - 60=440.00mmj =0.80

Rn=(178.57 x 10^6)=1.0481Mpa(0,8 x 1100 x 440^2)W=0,85 { 1 -sqrt[1 - (2,353 x 1.0481)/25]}=0.0430p = 0.0430 x 25/350=0.0031>0.00250.00250.0044767.81250.0044767.8125100408.640265666NOKf maks=51.79+10.431 x 11/6 x 1 x 1^2=51.79+62.60=114.39kN/m2 Vc=293333.333333333kgCek : Vc>P / f293333>261448.333333333(ok)Berarti dimensi pile cap bisa dipakai.

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konsol pendekPERHITUNGAN KONSOL PENDEK

Konsol Pendekb=350mmfc' (beton)25Mpah=700mmfy' (baja)350Mpaa=175mmd'150mm(=lebar plat)Vu =30672kgLebar kolom500mmNuc =118.16kg

KesimpulanTulangan tarik utama6 D13Tulangan rangka/sengkang tertutup4 D8 - 122 mmby (arah memanjang)by =500mmUkuran plat landasan (mm)143.6x143.6 mmVu=30672x10=306720NNuc=118.16x10^4=1181.6Nd=700-150=550mmPerhitungan tulangan geserVn1=0.2x25x350x550=962500NVn2=5.5x350x550=1058750NVn=306720/0.6=511200511,200 < 962500511,200 < 1058750----> OK Perhitungan tulangan geser friksi (Avf)Avf=511,200/(1.4x350)=1043mm2Perhitungan tulangan pemikul MuMu=306720x175+1181600x550=54325880NmmAf=54325880/(0.65x350x0.85x550)=511mm2Perhitungan tulangan pemikul NucAn=1181.6 /(0.65 x 350)=5Perhitungan tulangan tarik utamaAs dipilih terbesar antara :a. As1=510.79+5.19=516mm2b. As2=2/3x1,043.27+5.19=701mm2c. Asmin=0.04x25/350x350x550=550mm2As max pakai=701mm26 D13796.4 mm2by=5x(3x13)+6 x13+50=323mmTulangan sengkang tertutup (Ah)Ah=0.5x(701-5)=348mm24 D8401.92 mm2s=2/3 x 550/3=122mm

Ukuran plat landasanA1=306720 /(0.7x 0.85 25)=20620mm2bplat143.6

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