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data qt xdesain plat dengan metode rangka ekuivalendata :f'c =30MPafy =240MPaEc =25742.960MPaLL =3.83kN/m2balok xb =300mmh =450mmbalok yb =300mmh =450mmkolomb =400mmh =400mmtinggi1 =4000mm2 =3800mmpreliminarya. Menghitung rasio kekakuan, 1taksir tebal plat :tf =150mmIs =1828125000mm4tmin =140mmbw =300mmdicoba,h =450mmhw =300mm1 =2.0030769231t =150mml2 =6500mmbf =900mmSectionXYASxIbmmmmmm2mm3mm41300300900001350000023152500002900150135000506250001346625000225000641250003661875000yb =285mmya =165mm

b. Menghitung rasio kekakuan, 2tf =150mmIs =773437500mm4bw =300mmh =450mmhw =300mm1 =4.0363636364l2 =2750mmbf =600mmSectionXYASxIbmmmmmm2mm3mm4130030090000135000001814062500260015090000337500001307812500180000472500003121875000yb =263mmya =188mmc. Menghitung rasio kekakuan, 3tf =150mmIs =914062500mm4bw =300mmh =450mmhw =300mm1 =3.4153846154l2 =3250mmbf =600mmSectionXYASxIbmmmmmm2mm3mm4130030090000135000001814062500260015090000337500001307812500180000472500003121875000yb =263mmya =188mmd. Menghitung rasio kekakuan, 4tf =150mmIs =2109375000mm4bw =300mmh =450mmhw =300mm1 =1.736l2 =7500mmbf =900mmSectionXYASxIbmmmmmm2mm3mm41300300900001350000023152500002900150135000506250001346625000225000641250003661875000yb =285mmya =165mmJadi,m =2.7977062937ln =6700mm =1.2884615385h =135.136969697Kesimpulan,h =140mmanalisis kekakuan rangka ekivalen tinjauan arah ya. Kekakuan kolom- kolom atas =Ik =2133333333.33333mm4H/Hcta =380ta/tb1.101.131.15tb =705.0Kab5.666.196.65H =3800Cab0.510.510.51Hc =33505.4Kab6.17ta/tb5.4285714286CAb0.51H/Hc =1.13432835826.0Kab5.636.156.60Jadi, Ke =89204895715N.mmCab0.510.510.5189204.8957146128kN.m- kolom bawah =Ik =2133333333.33333mm4H/Hcta =380ta/tb1.101.131.15tb =704.8Kab5.586.146.63H =4000172122.711544Cab0.510.510.51Hc =35505.4Kab6.04ta/tb5.4285714286CAb0.51H/Hc =1.12676056345.0Kab5.666.196.65Jadi, Ke =82917815830N.mmCab0.510.510.5182917.815830kN.mb. Kekakuan Balok Plattf =140mml1 =5500mmIsp* =7428954491.21462mm4bw =300mmC1 =400mmCN1/L1CN2/L2KnfCnfMnfh =450mmhw =310mm0.00.0004.0000.5000.083l2 =6750mmC2 =400mm0.0004.0000.5000.0830.0004.0000.5000.083bf =920mm0.07270.0594.0780.5040.083SectionXYASxIbp0.10.0004.0000.5000.083mmmmmm2mm3mm40.0594.1070.5060.083130031093000144150004647041222.768890.1004.1800.5100.083 267501409450003591000001927532548.9074110380003735150006574573771.6763Kbp* =141783447559N.mmyb =359.841mm141783.447558954kN.mya =90.159mmc. Kekakuan Torsi dan Kolom Ekivalen-Balok Eksteriortf =140mmbw =300mmbf =610mmh =450mmISectionXYCmmmmmm413004502349000000III2140310202873066.6666672551873066.66667C =2551873066.66667mm4IISectionXYCmmmmmm4Kekakuan Torsi:KT =105207435074N.mm13003101089000000105207.435074249kN.m2140610477273066.666667210414.870148498kN.m1566273066.66667Ip =1543500000mm4Jadi,KT* =1012738.9015925kN.mKekakuan Kolom Ekivalen :Kec =147118.75538518kN.mKolom Atas =Kec =0.518263365276246.2612520065kN.mKolom Bawah =Kec =0.48270872.4941331732kN.m-Balok Interiortf =140mmbw =300mmbf =920mmh =450mm

ISectionXYCKekakuan Torsi:KT =76263507004N.mmmmmmmm476263.5070042659kN.m13003101089000000152527.014008532kN.m2140920760819733.3333331849819733.33333Is =1543500000mm4Jadi,KT* =734121.312439415kN.mKekakuan Kolom Ekivalen :Kec =153473.738170836kN.mKolom Atas =Kec =0.518263365279539.816016377kN.mKolom Bawah =Kec =0.481736634873933.9221544585kN.md. Koefisien DistribusiSimpul FSimpul EFEFGFJFBEFEIEAK141783.4476141783.447679539.816073933.9222K141783.447676246.261370872.49410.32440.32440.18200.16920.49080.26390.2453Simpul GSimpul HGFGHGKGCHGHLHDK141783.4476141783.447679539.816073933.9222K141783.447676246.261370872.49410.32440.32440.18200.16920.49080.26390.2453ANALISIS STRUKTURa.kombinasi pembebanan- beban hidup- beban matiYqXYqmkN/m2kN/mmmkN/m3kN/mBeban6.752.416.2Balok0.30.31242.232LL =16.2Plat6.750.142422.68Dinding0.153.352211.055Finishing0.054.25234.8875DL =40.8545KontrolLL/DL < 0.75>>>>>>>>>0.3965291461OK!!!! :) - Tidak Perlu Kombinasi PembebananqT =57.0545kN/mb.momen ujungBatangEFFEFGGFGHHGm0.0830.0830.0830.0830.0830.083Momen-304.2906666667304.2906666667-304.2906666667304.2906666667-232.9725416667232.9725416667c.momen akhirSimpulEFGHbatangEFEIEAFEFGFJFBGFGHGKGCHGHLHD0.490.260.250.320.320.180.170.320.320.180.170.490.260.25COF0.500.500.500.500.500.500.500.500.500.500.500.500.500.50FEM-304.290.000.00304.29-304.290.000.00304.29-232.970.000.00232.970.000.00MBAL149.3480.3174.650.000.000.000.00-23.14-23.14-12.98-12.06-114.34-61.49-57.15MCOF0.000.000.0075.31-11.670.000.000.00-57.660.000.00-11.670.000.00MBAL0.000.000.00-20.65-20.65-11.58-10.7718.7118.7110.499.755.733.082.86MCOF-10.410.000.000.009.430.000.00-10.412.890.000.009.430.000.00MBAL5.112.752.55-3.06-3.06-1.72-1.602.442.441.371.27-4.63-2.49-2.31MCOF-1.540.000.002.581.230.000.00-1.54-2.330.000.001.230.000.00MBAL0.760.410.38-1.24-1.24-0.69-0.641.261.260.710.66-0.60-0.32-0.30MCOF-0.620.000.000.380.630.000.00-0.62-0.300.000.000.630.000.00MBAL0.310.160.15-0.33-0.33-0.18-0.170.300.300.170.16-0.31-0.17-0.16MCOF-0.170.000.000.150.150.000.00-0.17-0.160.000.000.150.000.00MBAL0.080.040.04-0.10-0.10-0.06-0.050.100.100.060.05-0.07-0.04-0.04MCOF-0.050.000.000.040.050.000.00-0.05-0.040.000.000.050.000.00MBAL0.020.010.01-0.03-0.03-0.02-0.020.030.030.020.01-0.03-0.01-0.01MCOF-0.020.000.000.010.010.000.00-0.02-0.010.000.000.010.000.00MBAL0.010.000.00-0.01-0.01-0.00-0.000.010.010.010.00-0.01-0.00-0.00Makhir-161.4883.6977.79357.36-329.85-14.26-13.25291.19-290.88-0.16-0.15118.56-61.45-57.120.00-0.000.000.00

kombinasi xy55.55.5x157.05456.5q57.054557.054557.054553.00457BatangEFFEFGGFGHHG40.85456Momen-118.8635416667118.8635416667-143.8248854167143.8248854167-143.8248854167143.82488541672q53.004540.854553.0045BatangEFFEFGGFGHHGMomen-110.4260416667110.4260416667-102.9873854167102.9873854167-133.6155104167133.61551041673q40.854553.004540.8545BatangEFFEFGGFGHHGMomen-85.113541666785.11-133.6155104167133.6155104167-102.9873854167102.98738541674q53.004553.004540.8545BatangEFFEFGGFGHHGMomen-110.4260416667110.4260416667-133.6155104167133.6155104167-102.9873854167102.9873854167

cross k1 xC. Koefisien Distribusi

Simpul FSimpul EFEFGFJFBEFEIEAK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25Simpul GSimpul HGFGHGKGCHGHLHDK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25

MOMEN UJUNGBatangEFFEFGGFGHHGm0.0830.0830.0830.0830.0830.083Momen-118.864118.864-143.825143.825-143.825143.825

MOMEN AKHIR (KOMBINASI I)SimpulEFGHbatangEFEIEAFEFGFJFBGFGHGKGCHGHLHD0.490.260.250.320.320.180.170.320.320.180.170.490.260.25COF0.500.510.510.500.500.510.510.500.500.510.510.500.510.51FEM-118.860.000.00118.86-143.820.000.00143.82-143.820.000.00143.820.000.00MBAL58.3331.3729.168.108.104.544.220.000.000.000.00-70.58-37.96-35.28MCOF4.080.000.0029.420.000.000.004.08-35.600.000.000.000.000.00MBAL-2.00-1.08-1.00-9.54-9.54-5.35-4.9810.2210.225.745.330.000.000.00MCOF-4.810.000.00-1.015.160.000.00-4.810.000.000.005.160.000.00MBAL2.361.271.18-1.34-1.34-0.75-0.701.561.560.880.81-2.53-1.36-1.26MCOF-0.680.000.001.190.790.000.00-0.68-1.280.000.000.790.000.00MBAL0.330.180.17-0.64-0.64-0.36-0.330.630.630.360.33-0.39-0.21-0.19MCOF-0.320.000.000.170.320.000.00-0.32-0.190.000.000.320.000.00MBAL0.160.090.08-0.16-0.16-0.09-0.080.170.170.090.09-0.16-0.08-0.08MCOF-0.080.000.000.080.080.000.00-0.08-0.080.000.000.080.000.00MBAL0.040.020.02-0.05-0.05-0.03-0.030.050.050.030.03-0.04-0.02-0.02MCOF-0.030.000.000.020.030.000.00-0.03-0.020.000.000.030.000.00MBAL0.010.010.01-0.01-0.01-0.01-0.010.020.020.010.01-0.01-0.01-0.01MCOF-0.010.000.000.010.010.000.00-0.01-0.010.000.000.010.000.00MBAL0.000.000.00-0.00-0.00-0.00-0.000.000.000.000.00-0.00-0.00-0.00Makhir-61.4731.8629.61145.07-141.11-2.06-1.91154.64-168.347.106.6076.49-39.64-36.850.00-0.000.000.00

cross k2 xd. Koefisien Distribusi

Simpul FSimpul EFEFGFJFBEFEIEAK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25Simpul GSimpul HGFGHGKGCHGHLHDK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25

q53.004540.854553.0045BatangEFFEFGGFGHHGMomen-110.4260416667110.4260416667-102.9873854167102.9873854167-133.6155104167133.6155104167

MOMEN AKHIR (KOMBINASI II)SimpulEFGHbatangEFEIEAFEFGFJFBGFGHGKGCHGHLHD0.490.260.250.320.320.180.170.320.320.180.170.490.260.25COF0.500.510.510.500.500.510.510.500.500.510.510.500.510.51FEM-110.430.000.00110.43-102.990.000.00102.99-133.620.000.00133.620.000.00MBAL54.1929.1427.09-2.41-2.41-1.35-1.269.949.945.575.18-65.57-35.26-32.78MCOF-1.220.000.0027.335.010.000.00-1.22-33.070.000.005.010.000.00MBAL0.600.320.30-10.49-10.49-5.89-5.4711.1211.126.245.80-2.46-1.32-1.23MCOF-5.290.000.000.305.610.000.00-5.29-1.240.000.005.610.000.00MBAL2.601.401.30-1.92-1.92-1.08-1.002.122.121.191.10-2.75-1.48-1.38MCOF-0.970.000.001.311.070.000.00-0.97-1.390.000.001.070.000.00MBAL0.470.260.24-0.77-0.77-0.43-0.400.760.760.430.40-0.52-0.28-0.26MCOF-0.390.000.000.240.390.000.00-0.39-0.260.000.000.390.000.00MBAL0.190.100.10-0.20-0.20-0.11-0.110.210.210.120.11-0.19-0.10-0.09MCOF-0.100.000.000.100.110.000.00-0.10-0.100.000.000.110.000.00MBAL0.050.030.03-0.07-0.07-0.04-0.030.060.060.040.03-0.05-0.03-0.03MCOF-0.030.000.000.030.030.000.00-0.03-0.030.000.000.030.000.00MBAL0.020.010.01-0.02-0.02-0.01-0.010.020.020.010.01-0.02-0.01-0.01MCOF-0.010.000.000.010.010.000.00-0.01-0.010.000.000.010.000.00MBAL0.000.000.00-0.01-0.01-0.00-0.000.010.010.000.00-0.00-0.00-0.00Makhir-60.3131.2629.05123.85-106.65-8.91-8.28119.22-145.4613.6012.6474.27-38.49-35.780.00-0.000.000.00

cross k3 xd. Koefisien Distribusi

Simpul FSimpul EFEFGFJFBEFEIEAK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25Simpul GSimpul HGFGHGKGCHGHLHDK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25

q40.854553.004540.8545BatangEFFEFGGFGHHGMomen-85.113541666785.11-133.62133.62-102.9873854167102.99

MOMEN AKHIR (KOMBINASI III)SimpulEFGHbatangEFEIEAFEFGFJFBGFGHGKGCHGHLHD0.490.260.250.320.320.180.170.320.320.180.170.490.260.25COF0.500.510.510.500.500.510.510.500.500.510.510.500.510.51FEM-85.110.000.0085.11-133.620.000.00133.62-102.990.000.00102.990.000.00MBAL41.7722.4620.8815.7315.738.838.21-9.94-9.94-5.57-5.18-50.54-27.18-25.26MCOF7.940.000.0021.07-5.010.000.007.94-25.490.000.00-5.010.000.00MBAL-3.89-2.09-1.95-5.21-5.21-2.92-2.725.695.693.192.972.461.321.23MCOF-2.630.000.00-1.962.870.000.00-2.631.240.000.002.870.000.00MBAL1.290.690.64-0.29-0.29-0.17-0.150.450.450.250.23-1.41-0.76-0.70MCOF-0.150.000.000.650.230.000.00-0.15-0.710.000.000.230.000.00MBAL0.070.040.04-0.28-0.28-0.16-0.150.280.280.160.15-0.11-0.06-0.06MCOF-0.140.000.000.040.140.000.00-0.14-0.060.000.000.140.000.00MBAL0.070.040.04-0.06-0.06-0.03-0.030.060.060.040.03-0.07-0.04-0.03MCOF-0.030.000.000.040.030.000.00-0.03-0.030.000.000.030.000.00MBAL0.010.010.01-0.02-0.02-0.01-0.010.020.020.010.01-0.02-0.01-0.01MCOF-0.010.000.000.010.010.000.00-0.01-0.010.000.000.010.000.00MBAL0.010.000.00-0.01-0.01-0.00-0.000.010.010.000.00-0.01-0.00-0.00MCOF-0.000.000.000.000.000.000.00-0.00-0.000.000.000.000.000.00MBAL0.000.000.00-0.00-0.00-0.00-0.000.000.000.000.00-0.00-0.00-0.00Makhir-40.8121.1519.66114.81-125.485.535.14135.17-131.47-1.92-1.7851.57-26.72-24.840.000.00-0.000.00

cross k4 xd. Koefisien Distribusi

Simpul FSimpul EFEFGFJFBEFEIEAK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25Simpul GSimpul HGFGHGKGCHGHLHDK1417831417837954073934K14178376246708720.320.320.180.170.490.260.25

MOMEN UJUNGBatangEFFEFGGFGHHGm0.0830.0830.0830.0830.0830.083Momen-110.426110.426-133.616133.616-102.987102.987

MOMEN AKHIR (KOMBINASI IV)SimpulEFGHbatangEFEIEAFEFGFJFBGFGHGKGCHGHLHD0.490.260.250.320.320.180.170.320.320.180.170.490.260.25COF0.500.510.510.500.500.510.510.500.500.510.510.500.510.51FEM-110.430.000.00110.43-133.620.000.00133.62-102.990.000.00102.990.000.00MBAL54.1929.1427.097.527.524.223.92-9.94-9.94-5.57-5.18-50.54-27.18-25.26MCOF3.790.000.0027.33-5.010.000.003.79-25.490.000.00-5.010.000.00MBAL-1.86-1.00-0.93-7.24-7.24-4.06-3.787.047.043.953.672.461.321.23MCOF-3.650.000.00-0.943.550.000.00-3.651.240.000.003.550.000.00MBAL1.790.960.90-0.85-0.85-0.48-0.440.780.780.440.41-1.74-0.94-0.87MCOF-0.430.000.000.900.390.000.00-0.43-0.880.000.000.390.000.00MBAL0.210.110.10-0.42-0.42-0.24-0.220.420.420.240.22-0.19-0.10-0.10MCOF-0.210.000.000.110.210.000.00-0.21-0.100.000.000.210.000.00MBAL0.100.060.05-0.10-0.10-0.06-0.050.100.100.060.05-0.10-0.06-0.05MCOF-0.050.000.000.050.050.000.00-0.05-0.050.000.000.050.000.00MBAL0.030.010.01-0.03-0.03-0.02-0.020.030.030.020.02-0.02-0.01-0.01MCOF-0.020.000.000.010.020.000.00-0.02-0.010.000.000.020.000.00MBAL0.010.000.00-0.01-0.01-0.01-0.010.010.010.010.00-0.01-0.00-0.00MCOF-0.000.000.000.000.000.000.00-0.00-0.000.000.000.000.000.00MBAL0.000.000.00-0.00-0.00-0.00-0.000.000.000.000.00-0.00-0.00-0.00Makhir-56.5229.2927.23136.76-135.53-0.64-0.59131.50-129.83-0.87-0.8152.05-26.97-25.070.00-0.00-0.000.00

HASIL PERHITUNGAN MOMEN AKHIRSimpulEFGHPembebananEFEIEAFEFGFJFBGFGHGKGCHGHLHDKombinasi I-61.4731.8629.61145.07-141.11-2.06-1.91154.64-168.347.106.6076.49-39.64-36.85Kombinasi II-60.3131.2629.05123.85-106.65-8.91-8.28119.22-145.4613.6012.6474.27-38.49-35.78Kombinasi III-40.8121.1519.66114.81-125.485.535.14135.17-131.47-1.92-1.7851.57-26.72-24.84Kombinasi IV-56.5229.2927.23136.76-135.53-0.64-0.59131.50-129.83-0.87-0.8152.05-26.97-25.07Moment Max-61.4731.8629.61145.07-141.11-8.91-8.28154.64-168.34-1.92-1.7876.49-39.64-36.85

penulangan x DISTRIBUSI MOMEN (MOMEN LAJUR KOLOM DAN LAJUR TENGAH)a. Menghitung rasio kekakuan 1tf =140mmbw =300mmh =450mmhw =310mml2 =6750mml1 =5500mmbf =920mmSectionXYASxIbmmmmmm2mm3mm4130031093000144150002332431797.690182920140128800489440001356740431.04441221800633590003689172228.7346yb =286mmya =164mmIs =1543500000mm4

1 =2.39L2/L1 =1.23L2/L1 =2.93- Momen NegatifMomen negatif interiorl2/l10.501.231.00l2/l1 1,09068.1875

Momen Negatif Eksterior

t =0.60

L2/L10.501.231.00l2/l1 1,0t =0.00100.00100.00100.00t =0.6092.37t 2.5090.0068.1875.00

- Momen PositifMomen Positif Interior dan eksteriorl2/l10.501.231.00l2/l1 1,090.0068.1875.00

- Momen Balokl2/l1 1,0..................Momen Balok =85%dan momen plat =15%

BatangMEF-MEF+MFE-MFG-MFG+MGF-MGH-MGH+MHG-M Akhir61.4775.02145.07141.11141.11154.64168.34100.1776.49C Dist (%)92.3768.1868.1868.1868.1868.1868.1868.1892.37M Lajur Kolom56.7851.1598.9196.2196.21105.44114.7868.3070.66M Balok48.2643.4884.0881.7881.7889.6297.5658.0560.06M Plat Lajur Kolom 8.527.6714.8414.4314.4315.8217.2210.2410.60M Plat Lajur Tengah 4.6923.8746.1644.9044.9049.2053.5631.875.8361.47

MOMEN DESAIN

BatangMEF-MEF+MFE-MFG-MFG+MGF-MGH-MGH+MHG-M Akhir61.4775.02145.07141.11141.11154.64168.34100.1776.49Gaya Geser125.92159.36139.93145.34173.60140.20Momen Desain (Mu)36.2975.02113.20113.12141.11125.57133.62100.1748.45C Dist (%)92.3768.1868.1868.1868.1868.1868.1868.1892.37M Lajur Kolom33.5251.1577.1877.1396.2185.6291.1068.3044.76M Balok28.4943.4865.6165.5681.7872.7777.4458.0538.04M Plat Lajur Kolom 5.037.6711.5811.5714.4312.8413.6710.246.71M Plat Lajur Tengah 2.7723.8736.0235.9944.9039.9542.5231.873.7036.29

DESAIN TULANGAN PLAT

Selimut beton (s) =20mm tulangan =13mmAs' =132.665mm2Tebal Plat (h) =140mmb =1000mmfc' =30mpafy =240mpa

Tulangan minimumd = 113.5mmmin =0.0058Asmin =662.08mm2n =4.9915BuahAsada =663.325mm2

Momen desain berdasarkan tulangan minimuma =6.24mmMn =17572032nmm17.57kNmMd =14.06kNm

Tulangan Plat Lajur KolomData HitunganTump. EFLap. EFTump. FETump. FGLap. FGTump. GFTump. GHLap. GHTump. HGLajur Kolom (m)3.0753.0753.0753.0753.0753.0753.0753.0753.075Mu (kN.m/m)2.772.504.834.694.695.145.603.333.45n (bh)555555555Asada (mm2)663.33663.33663.33663.33663.33663.33663.33663.33663.33a (mm)6.246.246.246.246.246.246.246.246.24Mn (kN.m)17.5717.5717.5717.5717.5717.5717.5717.5717.57Md (kN.m)14.0614.0614.0614.0614.0614.0614.0614.0614.06KontrolOKOKOKOKOKOKOKOKOKSpasi Tulangan (mm)190190190190190190190190190Tulangan Plat Lajur TengahData HitunganTump. EFLap. EFTump. FETump. FGLap. FGTump. GFTump. GHLap. GHTump. HGLajur Tengah (m)3.3753.3753.3753.3753.3753.3753.3753.3753.375Mu (kN.m/m)0.827.0710.6710.6613.3011.8412.609.441.09n (bh)555555555Asada (mm2)663.33663.33663.33663.33663.33663.33663.33663.33663.33a (mm)6.246.246.246.246.246.246.246.246.24Mn (kN.m)17.5717.5717.5717.5717.5717.5717.5717.5717.57Md (kN.m)14.0614.0614.0614.0614.0614.0614.0614.0614.06KontrolOKOKOKOKOKOKOKOKOKSpasi Tulangan (mm)190190190190190190190190190

Sheet2VII. DESAIN TULANGAN BALOK1. Bentang E-F = H-G14cmf sengkang =10mmfy =240mpaf tul. Utama =22mmfc =30mpah =450mmp =40mmSNI 03-2847- 2002 Beton 2002 hal. 4131cm

Tinggi efektif (d) =h - p -1/2 ftulangan utama - ftulangan sengkang=389mm

b =300mm30cm

p =40mm tulangan =22.00mmAs' =379.94mm2h =450mmb =300mmfc' =30mpafy =240mpaa. Tulangan TumpuanMu =58.71KNm58710000NmmMu =0,9 r fy(1-0,588 r fy/fc)b.d21.2932772054216r -1016.064r21016.064r2 -216r +1.2932772054= 0ar2-br+cr1 =0.2064187809>rmaks0.0483816964r2 =0.0061662531>rmin0.0058333333 Maka dipakai rmin0.0061662531rmin = 1,4/ fy rmin = 0.0058333333rb = (0.85*b1*fc')/fy * 600/(600+fy)dimana :f'c 30 mpa maka b1 = 0,85rb =0.0645089286Syarat :rmaks = 0,75.rbrmin r1 rmaksrmaks =0.0483816964rmin r2 rmaksSehingga As =r. b.d719.601742157mm2Jumlah Tulangan n =As/As'=1.89398784592buahJadi dipakai tulangan2f22b.Tulangan LapanganMu =72.97KNm72970000NmmMu =0,9 r fy(1-0,588 r fy/fc)b.d21.607399722216r -1016.064r21016.064r2 -216r +1.607399722= 0ar2-br+cr1 =0.2048628598>rmaks0.0483816964r2 =0.00772>rmin0.0058333333 Maka dipakai rmin0.00772rmin = 1,4/ fy rmin = 0.0058333333rb = (0.85*b1*fc')/fy * 600/(600+fy)dimana :f'c 30 mpa maka b1 = 0,85rb =0.0645089286Syarat :rmaks = 0,75.rbrmin r1 rmaksrmaks =0.0483816964rmin r2 rmaksSehingga As =r. b.d901.1777275176mm2Jumlah Tulangan n =As/As'=2.37189484533buahJadi dipakai tulangan3f222. Bentang F-G = G-Ff sengkang =10mmfy =240mpa14cmf tul. Utama =19mmfc =30mpah =450mmp =40mmSNI 03-2847- 2002 Beton 2002 hal. 41

Tinggi efektif (d) =h - p -1/2 ftulangan utama - ftulangan sengkang31cm=390.5mm

b =300mm

30cmp =40mm tulangan =13.00mmAs' =132.665mm2h =450mmb =300mmfc' =30mpafy =240mpaa. Tulangan TumpuanMu =120.39KNm120390000NmmMu =0,9 r fy(1-0,588 r fy/fc)b.d22.6519782449216r -1016.064r21016.064r2 -216r +2.6519782449= 0ar2-br+cr1 =0.1995022202>rmaks0.0483816964r2 =0.0130828138>rmin0.0058333333 Maka dipakai rmin0.0130828138rmin = 1,4/ fy rmin = 0.0058333333rb = (0.85*b1*fc')/fy * 600/(600+fy)dimana :f'c 30 mpa maka b1 = 0,85rb =0.0645089286Syarat :rmaks = 0,75.rbrmin r1 rmaksrmaks =0.0483816964rmin r2 rmaksSehingga As =r. b.d1526.7643677247mm2Jumlah Tulangan n =As/As'=4.01843545755buahJadi dipakai tulangan5f22b.Tulangan LapanganMu =105.24KNm105240000NmmMu =0,9 r fy(1-0,588 r fy/fc)b.d22.3182506063216r -1016.064r21016.064r2 -216r +2.3182506063= 0ar2-br+cr1 =0.2012477705>rmaks0.0483816964r2 =0.01134>rmin0.0058333333 Maka dipakai rmin0.01134rmin = 1,4/ fy rmin = 0.0058333333rb = (0.85*b1*fc')/fy * 600/(600+fy)dimana :f'c 30 mpa maka b1 = 0,85rb =0.0645089286Syarat :rmaks = 0,75.rbrmin r1 rmaksrmaks =0.0483816964rmin r2 rmaksSehingga As =r. b.d1323.0586485394mm2Jumlah Tulangan n =As/As'=3.48228311984buahJadi dipakai tulangan4f22Tabel Perhitungan Momen dan Desain Tulangan Balok Pada Arah XM maksradarminrmaksTulangan UtamaNmmAs Perlu (mm)As'Jmlh. TulTumpuan E = H587100000.006170.005830.0483816964719.601742157379.942-f22Lapangan E-F = H-G729700000.007720.005830.0483816964901.1777275176379.943-f22Tumpuan F = G120390000.000.013080.005830.04838169641526.7643677247379.945-f22Lapangan F-G = G-F1052400000.011340.005830.04838169641323.0586485394379.944-f22

====

Sheet1fy =240mpaPerhitungan Tulanagan GeserFc' =24mpaBentang EF =5.5mArah YBentang FG =5.5mBentang GH =5.0mbw =300mmd =389mm

Segitiga 15.5* Beban Mati Berat lantai =0.14X3.25X24=10.92KN/mFinishing =0.05X3.25X23=3.7375KN/mDinding =0X0X22=0KN/mbeban balok =0.3X0.45X24=3.24KN/mqb =3.888KN/m* Beban hidup=3.25X3.83=12.4475KN/mqs1 =37.505KN/m

Seigtiga 2* Beban Mati Berat lantai =0.14X3.5X24=11.76KN/mFinishing =0.05X3.5X23=4.025KN/mDinding =0X0X22=0KN/mbeban balok =0.3X0.45X24=3.24KN/mqb =3.888KN/m* Beban hidup=3.25X3.83=12.4475KN/mqs2 =38.858KN/mMomen primer

*Bentang EFTrapesiumTrapesiumM1M2M1M2BalokM1M2

=-59.09kNm=-61.22kNm=-9.801kNm

=9.801kNm=59.09kNm=61.22kNm

*Bentang FGTrapesiumTrapesiumBalokM1M2M1M2M1M2

=-59.09kNm=-61.22kNm=-9.80kNm

=9.80kNm=59.09kNm=61.22kNm*Bentang GHTrapesiumTrapesiumBalokM1M2M1M2M1M2=-48.83kNm=-61.22kNm=-8.10kNm

=8.10kNm=48.83kNm=61.22kNm

Tabel Cross Moment Tulangan Geser

BatangEFFEFGGFGHHGMomen-130.11130.11-68.8968.89-118.16118.16

MOMEN AKHIRSimpulEFGHbatangEFEIEAFEFGFJFBGFGHGKGCHGHLHD0.490.260.250.320.320.180.170.320.320.180.170.490.260.25COF0.500.510.510.500.500.510.510.500.500.510.510.500.510.51FEM-130.110.000.00130.11-68.890.000.0068.89-118.160.000.00118.160.000.00MBAL63.8534.3431.92-19.86-19.86-11.14-10.3615.9815.988.978.33-57.99-31.18-28.99MCOF-10.020.000.0032.208.060.000.00-10.02-29.240.000.008.060.000.00MBAL4.922.642.46-13.06-13.06-7.33-6.8112.7412.747.156.64-3.96-2.13-1.98MCOF-6.590.000.002.486.420.000.00-6.59-1.990.000.006.420.000.00MBAL3.231.741.62-2.89-2.89-1.62-1.512.782.781.561.45-3.15-1.70-1.58MCOF-1.460.000.001.631.400.000.00-1.46-1.590.000.001.400.000.00MBAL0.710.380.36-0.98-0.98-0.55-0.510.990.990.550.52-0.69-0.37-0.34MCOF-0.500.000.000.360.500.000.00-0.50-0.350.000.000.500.000.00MBAL0.240.130.12-0.28-0.28-0.16-0.150.270.270.150.14-0.24-0.13-0.12MCOF-0.140.000.000.120.140.000.00-0.14-0.120.000.000.140.000.00MBAL0.070.040.03-0.08-0.08-0.05-0.040.090.090.050.04-0.07-0.04-0.03MCOF-0.040.000.000.030.040.000.00-0.04-0.030.000.000.040.000.00MBAL0.020.010.01-0.03-0.03-0.01-0.010.020.020.010.01-0.02-0.01-0.01MCOF-0.010.000.000.010.010.000.00-0.01-0.010.000.000.010.000.00MBAL0.010.000.00-0.01-0.01-0.00-0.000.010.010.000.00-0.01-0.00-0.00Makhir-75.8139.2936.52129.76-89.50-20.86-19.3983.02-118.6218.4517.1568.61-35.56-33.050.000.000.000.00* Gaya GeserBentang EF75.81kNm129.76kNm

37.505KN/m38.858KN/m3.888KN/m

VE =50.50kNVF =158.41kNVu maks =158.41kN

Vc =95285.1509942656N=95.3kNSK SNI T - 15 -1991 - 03 pasal 3.4.5 ayat 5 menetapkan perhitungan perlu tidaknya dipakai sengkang dengan memeriksa terhadap VuVu > 1/2 Vc (Perlu Sengkang)Vu < 1/2 Vc (Tidak Perlu Sengkang)Vu =158.41KNVu > 1/2 Vc (Perlu Sengkang)1/2 Vc =30.97KNVsperlu =115926.65NNilai Faktor f = 0,75 SNI 2847:2013 (Hal. 67)

digunakan sengkang 10mmAs =78.5mm2untuk penampang kritis spasi yang paling rapatjarak antar sengkang (s) =63.22=70mmSpasi MaksimumBandingkan nilai Vs pada penampang Kritis dengan =190570.301988531NOKjadis =d/2195mmataus =600mm

dipasang tulangan 10 -195

Bentang FG89.50kNm83.02kNm

37.505kN38.8583.888kNVF =64.05kNVG =97.97kNVu maks =97.97kN

Vc =95285.1509942656N=95.3kNSK SNI T - 15 -1991 - 03 pasal 3.4.5 ayat 5 menetapkan perhitungan perlu tidaknya dipakai sengkang dengan memeriksa terhadap VuVu > 1/2 Vc (Perlu Sengkang)Vu < 1/2 Vc (Tidak Perlu Sengkang)Vu =97.97KNVu > 1/2 Vc (Perlu Sengkang)1/2 Vc =30.97KNVsperlu =35345.95NNilai Faktor f = 0,75 SNI 2847:2013 (Hal. 67)

digunakan sengkang 10mmAs =78.5mm2untuk penampang kritis spasi yang paling rapatjarak antar sengkang (s) =2.07=10mmSpasi MaksimumBandingkan nilai Vs pada penampang Kritis dengan =190570.301988531NOKjadis =d/2195mmataus =600mm

dipasang tulangan 10 -195Bentang GH118.62kNm68.61kNm

37.505kN38.858kN3.888kN

VG =154.46kNVH =54.45kNVu maks =154.46kN

Vc =95285.1509942656N=95.3kNSK SNI T - 15 -1991 - 03 pasal 3.4.5 ayat 5 menetapkan perhitungan perlu tidaknya dipakai sengkang dengan memeriksa terhadap VuVu > 1/2 Vc (Perlu Sengkang)Vu < 1/2 Vc (Tidak Perlu Sengkang)Vu =154.46KNVu > 1/2 Vc (Perlu Sengkang)1/2 Vc =30.97KNVsperlu =110660.28NNilai Faktor f = 0,75 SNI 2847:2013 (Hal. 67)

digunakan sengkang 10mmAs =78.5mm2untuk penampang kritis spasi yang paling rapatjarak antar sengkang (s) =0.66=10mmSpasi MaksimumBandingkan nilai Vs pada penampang Kritis dengan =190570.301988531NOKjadis =d/2195mmataus =600mm

dipasang tulangan 10 -195

Sheet3BENTANG EFf'c=30Mpafy=240MpaBerat jenis beton=24kN/m3b=300mmd=389mmbentang5.5mBentang EF62.016kNm109.401kNm

37.505KN/m38.858KN/m3.888KN/m

VE =37.3446629898kNVF =132.1153370102kN

Vu maks =132.1153370102kNDaerah 1Vu=158.41kN158.41Daerah 2Vc=106.5320374348kNVc= 0,75. VcVc=79.90kN79.90Vs= Vu-VcVs=78.51kN1.36x=1.363m2.75Daerah 3Perencanaan Tulangan geserdigunakan sengkang10mmAs=78.54mm2Av=157.08mm2Spasi sepanjang xDaerah 1s=140.0935003008=140mmSpasi maksimumDaerah 2 dan Daerah 3smaks=376.99mmsmaks=194.5mmBENTANG FGf'c=30Mpafy=240MpaBerat jenis beton=24kN/m3b=300mmd=389mmbentang5.5mBentang FG78.80kNm91.04kNm

37.505kN38.8583.888kN

VF =34.9841722834kNVG =96.97kN

Vu maks =96.9708277166kN

Daerah 1Vu=97.97kN97.97Daerah 2Vc=106.5320374348kNVc=79.90kN79.90Vs=18.07kN0.51x=0.507m2.75Daerah 3Perencanaan Tulangan geserdigunakan sengkang10mmAs=78.54mm2Av=157.08mm2Spasi sepanjang xDaerah 1s=608.5279759956=608mmSpasi maksimumDaerah 2 dan Daerah 3smaks=376.99mmsmaks=194.5mmBENTANG GHf'c=30Mpafy=240MpaBerat jenis beton=24kN/m3b=300mmd=389mmbentang5mBentang GH130.450kNm75.605kNm37.505kN38.858kN3.888kNVG =139.5751786733kNVH =29.8848213267kNVu maks =139.5751786733kNDaerah 1Vu=154.46kN154.46Daerah 2Vc=106.5320374348kNVc=79.90kN79.90Vs=74.56kN1.21x=1.21m2.5Daerah 3Perencanaan Tulangan geserdigunakan sengkang10mmAs=78.54mm2Av=157.08mm2Spasi sepanjang xDaerah 1s=147.51=147mmSpasi maksimumDaerah 2 dan Daerah 3smaks=376.99mmsmaks=194.5mm