hitung str

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Soal Beton

titik beraGUDANG JOS - 12 Mdag488kg/m2sloof240kg/mtembok :250kg/m2t.pancang96kg/matap :50kg/m2POER600/titiknono. kolomTEMBOKATAPDAGslooftiang pancangTOTALarah xtinggiarah ytinggiberatspanlebarberatspanlebarberatpanjangberatpanjangberat11 tepi37.537.51125033450030614401817281486811 tengah67.537.51687536900000921601817282166312 tepi67.507.51125066180000061440181728162181267.507.51125061236000006144018172818018

bebangePERHITUNGAN PEMBEBANANPROYEK : BANGUNAN SEKOLAHLOKASI : SURABAYABebanPlatPortalGempaNoLokasiJenis Beban& BalokLr1=0,90Lr2=0,5( kg/m2)( kg/m2)( kg/m2)( kg/m2)01* RUANG KELASFinishing90Plafond20110Plat beton t=120 mm288Beban Mati =398398.0398.0398.0Beban Hidup =250250.0225.0125.0648.0623.0523.002* R. SERBAGUNAFinishing90* R. OLAH RAGAPlafond20* HALL110* R. PERTEMUANPlat beton t=120 mm288Beban Mati =398398.0398.0398.0Beban Hidup =400400.0360.0200.0798.0758.0598.003* LOBBYFinishing90* KORIDORPlafond20* TANGGA110Plat beton t=120 mm288Beban Mati =398398.0398.0398.0Beban Hidup =300300.0270.0150.0698.0668.0548.004* KM/WCFinishing ( keramik )+ mortar90Waterproofing15Concrete prot. t=50120Plafond20245Plat beton t=120 mm288Beban Mati =533533.0533.0533.0Beban Hidup =250250.0225.0125.0783.0758.0658.0BebanPlatPortalGempaNoLokasiJenis Beban& BalokLr1=0,90Lr2=0,5( kg/m2)( kg/m2)( kg/m2)( kg/m2)5* DAPUR/ PANTRYFinishing90Plafond20110Plat beton t=120 mm288Beban Mati =398398.0398.0398.0Beban Hidup =250250.0225.0125.0648.0623.0523.06* GUDANGFinishing90Plafond20110Plat beton t=120 mm288Beban Mati =398398.0398.0398.0Beban Hidup =400400.0360.0200.0798.0758.0598.07* PLAT ATAPFinishing90Plafond20110Plat beton t=120 mm288Beban Mati =398398.0398.0398.0Beban Hidup =100100.090.050.0498.0488.0448.0

loadTRIBUTARY AREA(cooling machine room)g.beam :300kg/mroof :37kg/m2wall :800kg/mNoroofWallG.BeamQ totalFooting Sizes footingP(m)L(m)kgL(m)Q(kg)L(m)Q(kg)kgB(m)L(m)kg/m212.22.8227.94.5360026004427.91.41.42259.142857142924.32.8445.55.84640515006585.51.41.43359.9387755102

load1TRIBUTARY AREA(cooling tower)q (u1) slab =980kg/m2q (u2) slab =1640kg/m2q (l) slab =4060kg/m2q beam =450kg/m'q wall =2160kg/m'NoUpper Slab (1)Upper Slab (2)Lower SlabWallBeamQ totalP(m)L(m)kgP(m)L(m)kgP(m)L(m)kgL(m)Q(kg)L(m)Q(kg)kg13.513430.00.00.000.00.00.04.597202432017470.023.526860.00.00.000.00.00.05.81252851080030188.040003.51.057400.00.00.000121607900.0

load3TRIBUTARY AREA(cool water tank)q (u) slab =830kg/m2q (l) slab =4060kg/m2q wall =2160kg/m'NoAreaUpper SlabLower SlabWallQ totalP(m)L(m)kgkgL(m)Q(kg)kg11.751.52178.810657.53.25702019856.323.512905.014210.04.5972026835.041.7534357.521315.03648032152.5

b momentBEAM CALCULATIONcooling towerTypeSizeL (m)q (kg/m')M=1/8ql2Mu=1.5M(cmxcm)kgmkgmB130/603.519402970.634455.94B230/70313101473.752210.63B425/503.525703935.315902.97

eqEQUIVALEN LOADadd - officeCodeqDimensionspq-segq-trpoflxlyly/lxslab(kg/m2)(m)(m)(kg/m')(kg/m')bmA510.002.508.003.20637.50425.00616.75B510.003.008.002.67765.00510.00729.14G510.001.502.001.33382.50255.00310.78EQUIVALEN LOADadd - officeCodeqDimensionspq-segq-trpoflxlyslab(kg/m2)(m)(m)ly/lx(kg/m')(kg/m')bhA300.002.508.003.20375.00250.00362.79B400.003.008.002.67600.00400.00571.88G400.001.502.001.33300.00200.00243.75

bebanPERHITUNGAN PEMBEBANANBebanPlatPortalGempaNoLokasiJenis Beban& BalokLr1=0,75Lr2=0,3( kg/m2)( kg/m2)( kg/m2)( kg/m2)1* HALL UTAMAFinishing100Plafond20120Plat beton t=120 mm288Beban Mati =408408.0408.0408.0Beban Hidup =400400.0300.0120.0808.0708.0528.02KM/WCFinishing ( keramik )+ mortar100Waterproofing15Concrete prot. t=50120Plafond20255Plat beton t=120 mm288Beban Mati =543543.0543.0543.0Beban Hidup =250250.0187.575.03* LOBBYFinishing100* KORIDORPlafond20* TANGGA120Plat beton t=120 mm288Beban Mati =408408.0408.0408.0Beban Hidup =300300.0225.090.0708.0633.0498.04* HALL UTAMAFinishing100Plafond20120Plat beton t=120 mm288Beban Mati =408408.0408.0408.0Beban Hidup =400400.0300.0120.0808.0708.0528.05* MULTIPURPOSEFinishing100* PANGGUNGPlafond20120Plat beton t=120 mm288Beban Mati =408408.0408.0408.0Beban Hidup =400400.0300.0120.0BebanPlatPortalGempaNoLokasiJenis Beban& BalokLr1=0,75Lr2=0,3( kg/m2)( kg/m2)( kg/m2)( kg/m2)6* DAPUR/ PANTRYFinishing100Plafond20120Plat beton t=120 mm288Beban Mati =408408.0408.0408.0Beban Hidup =250250.0187.575.0658.0595.5483.07* GUDANGFinishing100Plafond20120Plat beton t=120 mm360Beban Mati =288288.0288.0288.0Beban Hidup =400400.0300.0120.08* RUANG M/EFinishing100Plafond20120Plat beton t=120 mm288Beban Mati =408408.0408.0408.0Beban Hidup =800800.0600.0240.01,208.01,008.0648.09* PARKIR BASEMENTFinishing100Plafond20120Plat beton t=150 mm360Beban Mati =480480.0480.0480.0Beban Hidup =800800.0600.0240.01,280.01,080.0720.0

BPLATPEMBEBANAN PELAT LANTAIProyek : Slipi ViewGedung : ApartemenLokasi : Jakarta - IndonesiaNoJenisB.J.TebalB. MatiB. HidupBeban TotalLokasiPembebanant/m3cmkg/m2kg/m2kg/m2PelatBalokGempa1R. ApartmentPartisi---Finishing2.15105Ceil/ducting/p.rack--50B.S. Pelat2.4122880.750.3443200643482.25192.92BalkonPartisi---Finishing2.15105Ceil/ducting/p.rack--30B.S. Pelat2.4122880.750.3423300723542.25216.93Corridor/Lobby/Ent.HallPartisi---Finishing2.15105Ceil/ducting/p.rack--50B.S. Pelat2.4153600.750.3515300815611.25244.54R. Mesin LiftPartisi---Finishing2.15105Ceil/ducting/p.rack--0B.S. Pelat2.4153600.750.3465400865648.75259.55R. M/EPartisi---Finishing2.15105Ceil/ducting/p.rack--0B.S. Pelat2.4153600.750.3465400865648.75259.56Fire Tank/Substation/Partisi---Pump StationFinishing2.15105Ceil/ducting/p.rack--0B.S. Pelat2.4204800.750.358580013851038.75415.57R. GeneratorPartisi---Finishing2.100Ceil/ducting/p.rack--0B.S. Pelat2.4204800.750.34802000248018607448R. STPPartisi---Finishing2.100Ceil/ducting/p.rack--0B.S. Pelat2.45012000.750.3120040005200390015609Atap BetonWaterprofing--15Finishing2.15105Ceil/ducting/p.rack--50B.S. Pelat2.4122880.750.3443100543407.25162.9PEMBEBANAN PELAT LANTAIProyek : Slipi ViewGedung : ApartemenLokasi : Jakarta - IndonesiaNoJenisB.J.TebalB. MatiB. HidupBeban TotalLokasiPembebanant/m3cmkg/m2kg/m2kg/m2PelatBalokGempa10Carpark/driveway (atas)Partisi---Finishing2.15105Ceil/ducting/p.rack--25B.S. Pelat2.4153600.750.3490400890667.526711Carpark/driveway (base)Partisi---Finishing2.15105Ceil/ducting/p.rack--25B.S. Pelat2.4204800.750.361080014101057.542312R. Olah RagaPartisi---Finishing2.15105Ceil/ducting/p.rack--50B.S. Pelat2.4153600.750.3515400915686.25274.513StoragePartisi---Finishing2.15105Ceil/ducting/p.rack--50B.S. Pelat2.4153600.750.3515400915686.25274.514Service YardPartisi---Finishing2.15105Ceil/ducting/p.rack--25B.S. Pelat2.4204800.750.361080014101057.5423

BRC&PILEU24BRC U50PILE(cm)L (m)P (ton)f8-75M8-15015X154,625f8-100M7-15020X204,6,845f8-150M6-15025X254,6,870f8-200M5-15030X304,6,8,12105f10-75M10-15035X354,6,8,10,12145f10-100M9-15040X404,6,8,10,12180

BRCPERHITUNGAN PERBANDINGAN TULANGAN LUNAK U24 DENGAN BRCA. TUL. PLAT f10 -150Tulangan lunak U-24BRC U-50s =1400kg/cm2s =2900kg/cm2f =10mm--------->konversi ke BRCLuas tul =1400x Luas Tulangan Lunakjarak =150mm2900Luas =5.23cm2=1400x 5.232900=2.53cm2Dipakai BRC 8-150 =3.35cm2B. TUL. PLAT f10 -200Tulangan lunak U-24BRC U-50s =1400kg/cm2s =2900kg/cm2f =10mm--------->konversi ke BRCLuas tul =1400x Luas Tulangan Lunakjarak =200mm2900Luas =3.93cm2=1400x3.932900=1.89cm2Dipakai BRC 7-150 =2.57cm2

LIFTTENSION LOADLocationArean-pileUpliftFound Slab2nd - Base1st- Base1st- FloorRet. WallPilecapPileTensionTension 1Pilem2kg/m2kg/m2kg/m2kg/m2kg/m2kgkgkgkg(11,C)641f 1008500120015001000100001290243353186945186945( 13,A)321f 8085001200150010001000518409878156804420244202(23,E)442f 80850012001500100010000268123136410902454512

&LProject : Slipimas ProjectLocation : Jakarta - Indonesia

wastergardPERENCANAAN PELAT DASARBeban yang bekerja :1. Beban Statik ( Beban yang bersifat tetap/ diam )2. Beban Dinamik ( beban yang bergerak/ dinamis )Pada perencanaan ini beban bergerak ( forklift ) lebih menentukan karena adanya beban terpusatyang besar pada suatu titik yang menyebabkan terjadinya konsentrasi tegangan pada titik tersebutyang dapat menimbulkan terjadinya pumping pada pelat lantai.Data Perencanaan :P =3ton =6744lb: P = besarnya gaya pada roda forkliftK =225: Mutu betonsb =74kg/cm2 =1073.24psi: Tegangan lentur beton50 % sb =536.62psi: Tegangan lentur beton ijintb pelat ( h ) =20cm7.87in: tebal pelata =50cm19.69in: jari2 beban kontakb =50cm19.69in: jari2 penyebaran tekanan yang ekivalentE beton =2.10E+05kg/cm2 =3045671.33psi: Modulus elastisitas betonu =0.2: poison ratio betonCBR =85%.-----> k =700lb/m3 =0.0114709448lb/cu.in: modulus subgradeL = E.h3 / ( 12 ( 1 - u2 ). k ): jari2 kekenyalan relatif=325.7RUMUS WESTERGAARD1. Tegangan yang terjadi akibat beban roda pada tepi pelats