Tugas 1Nim :3Data :L(mm) 2030fy(Mpa)243Nu(N)90.3Baja :h60Ag580.2ix18.4iu ( max )23.2b60Iy196000iy18.4iv ( min )11.8t5Ix196000ey16.6ts10ex16.6

Cek Tekuk Lokalf12.00OKr12.83Menghitung Jarak Momen KopelLe590Jml Lap3.4406779661dibulatkan4Le'507.5i43.01Kelangsingan Arah Sumbu Bahan x110.33Cek Kestabilan thd btg majemukx/i2.57MANTAPKelangsingan Arah Sumbu Bebas BahanIY933396.224Ag Y1160.4iY28.36Y71.58Kelangsingan Idealiy83.500.76Cek Kestabilan thd btg majemukiy/i1.94MANTAPKestabilan Batang Majemuk yang dipakai110.33c1.2211.831.87w1.87Kekuatan Penampang ( phi Nn )phi Nn127.83KNPengecekan Tekuk Lentur TorsiG76923MpaJ9583.3333333333mm4xo0mmxo^20yo14.1mmyo^2198.81ro^2536.62mm2fcrz1183.85MpaH0.63fcry129.61Mpafclt124.210.1190650505Kekuatan Penampang ( phi Nn )phi Nn122.51KNJadi Kekuatan Penampang adalah122.51KN60.60.5122.51

JembatanIJNim03Panjang Bentang ( L )530cmE200000Lebar Jalan ( B )330cmTebal Pelat ( tc )25cmTebal Aspal ( ta )5cmBeban Hidup ( qL )303kg/m2Mutu Baja ( fy )240MpaTegangan Sisa ( fr )70MpaTentukan Jumlah Gelagar ( min = 3 )n4s93.33dibulatkan90cmPerhitungan Beban UltimateB beton540B aspal99qD639kg/m6.27N/mmqL272.7kg/m2.68N/mmqu =1,4qD894.6kg/m8.78N/mmqu = 1,2qD+1,6qL1203.12kg/m11.80N/mmqu dipakai1203.12kg/mMu4224.4551kgmVu3188.268kg4.14E+07Nmm41.44KNm31277NEstimasi Dimensi Balok BajaMn4.605E+07Mn Pakai6.216E+07Zp2.59E+05mm3259.01cm3Sx hitung225.23cm3fb1.15Pilih profil dengan Sx yg mendekati Sx hitungSx324cm3OKSx hitung < Sxd250mmbf125mmBerat29.6kg/mtw6mmtf9mmAs3766mm2Ix4.05E+07mm4OKIx required3.12E+07mm4Iy2.94E+06mm4ix104mmiy27.9mmKontrol :Terhadap Tekuk Lokalterhadap sayap ( flens )6.94pf10.97rf28.38Kondisi PenampangKOMPAK

terhadap badan ( web )38.67pf108.44rf145.24Kondisi PenampangKOMPAKMomen Nominal ( Mn ) => Pilih Sesuai KondisiKondisi KompakKondisi Tidak KompakKondisi LangsingMn8.94E+07NmmMr5.51E+07NmmMn9.20E+08Nmm89.42KNmMn4.71E+08Nmm919.76KNm471.17KNmMomen yg digunakan 89.42KNm

Terhadap Panjang BentangL5300mmh232mmLp1417.51mmh0241mmLr4424.23mmfL170MpaJ77454mm4G76923.08MpaX114530.15Iw42689535000mm6X21.72E-04Kondisi BentangPANJANG

Momen Nominal ( Mn ) => Pilih Sesuai KondisiKondisi Bentang PendekKondisi Bentang MenengahKondisi Bentang PanjangMn8.94E+07Nmmcb1.14cb1.1489.42KNmMr5.51E+07Mn=Mcr4.91E+07Nmm49.07KNmMn5.14E+07Nmm51.39KNmMn dipakai51.39KNmMomen yg digunakan 49.07KNm

Kontrol Terhadap MnMu41.44KNmMn ( tekuk lokal )89.42KNmMn ( panjang bentang )49.07KNmJadi Mn dipakai49.07KNmMn44.16KNmOKKontrol Terhadap Gesera1000mm1.172.891h/tw38.671.3790.782kn5.27digunakanKONDISI 1Kondisi 1Kondisi 2Kondisi 3Vn200448NCv2879208.56545283Vn34143897.6N200.448KNVn463713906.82972N34143.8976KN463713.9KN

Vu31.28KNVn dipakai200.448KNVn180.40KNOK

Kontrol Kombinasi Lentur GeserMu41.44KNmMn44.16KNmhasilVu31.28N1.0467428337OKVn180.4032Nbatas1.375

Kontrol Lendutan ijin1.47cm14.72mmqD6.27N/mmqL2.68N/mm terjadi11.34mmOKBiayaPastikan Semua Kontrol Sudah OK

NoBahanVolumeHarga SatuanTotal Harga1Baja Profil627.5215,000.009,412,800.002Beton 4.375,174,273.4822,624,510.79Total32,037,310.79

BautMutu BautA307Ft310MpaFv165Mpa

Mutu BajaBJ 37fy240Mpafu370MpaProfil BajaIWF 600x200x106bf200mmd600mmtf17mmtw11mmPerhitunganD baut16mmSyarat jaraks' min22.4mms min40mmJaraks'25Yess40Yesb = bf/2 - tw94.5mmd' = d - 2tf566mm583jumlah bauts' ditentukans ditentukanHorisontal4s vertikals =44.5Yess' =27.25Yespakai Yes

sisa bawahVertikal13s horisontal61YesGaya Tarik Baut ( 1 baris )T193,097NT total2,510,263NHitung Garis NetralAsumsi semua baut tertarika52.30mmBenar

Hitung MnziMi1z17878mm15,061,5772z2118118mm22,785,4633z3158158mm30,509,3494z4198198mm38,233,2345z5238238mm459571206z6278278mm53681005.71428577z7318318mm61404891.42857148z8358358mm69128777.14285719z9398398mm76852662.857142910z10438438mm84576548.571428611z11478478mm92300434.285714312z12518518mm10002432013z13558558mm107748205.71428614z145980mm015z156380mm016z166780mm017z177180mm018z187580mm019z197980mm020z208380mm0732,623,801NmmMn732.62KNm

Hitung VnNs1A201.14mm2t17mmVn133,189N33,189NVn2241,536NVn total1,725,806NCheck Kombinasi Lentur Geser