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 = 0.572.P / h2 . ( 4log( L/b ) + log b )=384.21psiVu(ok)Tulangan VertikalTulangan vertikal DS harus--------------->r v > 0.0025Dipakai :f Tulangan =12mmJarak =250mmr v =0.00258>0.0025( ok )

dindingbtnPERHITUNGAN PENULANGAN DINDING BETONFy =4000kg/cm2=400.00MPaFc' =210kg/cm2=21.00MPaDiameter tulangan1.30cmLxTebal selimut4.00cmLyTypeqbmWuhthx (m)DimensionsKoefisienMomen (kNm)Rn (MPa)rrX- direc. reinforcementY- direc. reinforcementPelatqbh(cm)hy (m)lxlyly/lxCtxCtyMtxMtyt-xt-ymaxt-xt-yAt-x(cm2)Dia(mm)jrk(cm)At-y(cm2)Dia(mm)jrk(cm)(kg/m2)(kN/m2)(m)(m)ClxClyMlxMlyl-xl-yminl-xl-yAl-x(cm2)Dia(mm)jrk(cm)Al-y(cm2)Dia(mm)jrk(cm)W1360654.09200.15433.41.1342.0037.0020.4518.011.081.140.01710.00280.00294.3013.0030.874.1413.0032.020.14142.0037.0020.4518.011.081.140.00180.00280.00294.3013.0030.874.1413.0032.02

mbalokPERHITUNGAN MOMEN NOMINAL BALOKType balok :B9Fy :350Mpacover :40mmd' :53mmFc' :15Mpab :130mmTul utama :12mmh :250mmSengkang :7mmd :186mmTul tarik :2As :226.08mm2Tultekan :2As' :226.08mm2T =79128NCs =76245NCc =1657.5aa =1.7390769231mmMn =10674291.0979938Nmm1067kgmType balok :B2Fy :400Mpacover :40mmd' :56mmFc' :18.6Mpab :200mmTul utama :16mmh :450mmSengkang :8mmd :378mmTul tarik :5As :565.2mm2Tultekan :3As' :339.12mm2T =226080NCs =130287NCc =3162aa =30.2952204934mmMn =76711152.8749242Nmm7671kgm

lendtbLENDUTAN TIE BEAMtinggi dinding :9mq:2250kg/mE beton:210000kg/cm2f = 5/384*(q.L^4)/EITypeDimensiQ tbQ totILfb (cm)d (cm )kg/mkg/mcm4( m )cmTB1308057628261280000101.37TB1A30705042754857500101.99TB2A30705042754857500101.99

sloofPERHITUNGAN SLOOFfy =4000Kg/cm2fc' =210kg/cm2TYPEDimensiMuAs requiredAs minDia TuljumlahAs designaM capM cap > MuB (cm)D(cm)kgmcm2cm2mmmmcm2cmkgmkgmGB130652800012.670.6816816.0812.0134145okGB2305078004.590.531648.046.0013600okGB5a3080150005.510.8416816.0812.0142826ok

analysisiBEAM CAPACITY ANALYSISMaterial properties :Fc =200kg/cm2swy =2400kg/cm2As 1-D19 =2.84cm2sy =4000kg/cm2dc =4cmAs 2f10 =1.57cm2beam axis A,5-7Beam usedEarthquake motion 200 galM uQsuunder 200 galStoreyDimensionReinforcement BarMoment (M2)Shear ( Q2)kgmkgearthquake motionB ( cm )D ( cm )Tens. BarStirrupskg.mkg220604D19f10-75198952065422901.7618242.99shear failure320604D19f10-75204402235622901.7618466.23shear failurePENT20604D19f10-7518528722901.7620304.11safeMu = 0.9 x At x sy x d( JCI - 1982 )Qsu={ 0.053 x Pt0.23(Fc+180) / ( M/Q x d + 0.12) + 2.7VPw x swy } x b x j( JCI - 1982 Appendix 2.14 )Pt = At/b.dPw = Aw/b.x

tulblkPERHITUNGAN TULANGAN BALOKfc' =21Mpafy =400MpaLokasi :Lt1TypeMuBDdr minRnmr perlur pakaiAs perluf TulanganJumlahJumlahbalokkgmcmcmcmcm2pakai( perlu)( disain )B1160002040380.00356.925207756222.40896358540.02350.023517.86168.896B2160002040380.00356.925207756222.40896358540.02350.023517.86168.896B5160002040380.00356.925207756222.40896358540.02350.023517.86168.896

groundbeamPERHITUNGAN GAYA DALAM GROUND BEAMP1 =38tonP2 =76tonP3 =114tonTYPEq dindingq sloofq totalLkoefMu10% P110% P210% P3kg/m2kg/mkg/mkgmkgkgkg11000250125020.1750380076001140021000250125030.11688380076001140061000250125070.191883800760011400Selanjutnya perencanaan ground beam dilakukan dengan menggunakan diagram interaksi M-N

geserblkPERHITUNGAN GESER BALOKBeban Mati* Plat :288kg/m2* plafond :20kg/m2* finishing :100kg/m2408kg/m2Beban Hidup* B. Hidup :400kg/m2q eqivalent BM :300kg/mq eqivalent BH :275kg/m575kg/mTabel perhitungan Momen Lentur Mungkin ( Mpr )Jumlahf TulanganAsfyfc'BHLaMprTulanganmm(mm2)N/mm2N/mm2mmmmmmmmkNm4191133.5442030500700600046.68384.835191416.9342030500700600058.34476.706191700.3142030500700600070.01566.84Perhitungan Tulangan GeserDaerah sendi plastis dujung balok ( 2xH)Karena Geser akibat Gempa ( Mpr) > 0.5 ( Mpr + M Grav ) maka = Vc = 0B =500mmTulangan utama =19mmH =700mmSengkang =10mmfc' =30Mpacover =30mmfy =420Mpad =641.0mmVu =290.54kNVs = Vu/f =Vu/0.75 =387.39kNVs = Av x fy x dSSengkang --------->Jumlah kaki :3bhf sengkang :10mmAv :235.5mm2S perlu =Av x fy x d =165.96mmVsKontrol S maxS max1 = d/4 =160.25mmS max2 = 8.db tul =152mmS max3 =24 db hoop =240mmS max 4 =300mmSehingga S pakai =150mmKontrol Vs maxVs max1 = 2/3xbwxd.fc'^0.5 =1170.3kNVs max2 = 1/3xbwxd.fc'^0.5 =585.2kNVs ada =422.68kN Vu/f > 0.5Vcdipakai tulangan geser minimum ( Av = bw.s/3.fy )Jika Vu/f > Vc....dipakai tulangan geser perlu ( Av = Vs.s/fy.d )Vs = Vu/f - VcVu diperoleh dari hasil 9 kombinasi pembebanan yang paling besar nilainya.

g sloofPERHITUNGAN GAYA DALAM SLOOFTypeL ( m )q dindingqs sloofq totalMMu10% Aksial( kg/m')( kg/m' )( kg/m' )kgmkgmkgGB19.510005761576180002700017500GB24.8100030013002995449317500GB6310003001300117017550keterangan :selanjutnya dilakukan analisa dengan diagram M-N

geser balokPERHITUNGAN TULANGAN GESER BALOKA. TUMPUANMutu Bahan :fc' =21Mpafy =400MpaTulangan Balok :tulangan utama =16mmsengkang =10mmcover =30mmDimensi Balok :bw =300mmH =700mmd =652mmHasil Analisa :Vu =120kNPerhitungan Tulangan Geser Balok :Vc =1/6*Vfc'*bw*dVc =149391.97NVc =149.39kNVc = 0.5Vc =74.70kNVs =Vu/f -VcVs =120-74.700.6Vs =125.30kNVs = Av x fy x dSSengkang --------->Jumlah kaki :2bhf sengkang :10mmAv :157mm2S perlu =Av x fy x d =326.77mmVsKontrol S maxS max1 = d/4 =163mmS max2 = 8.db tul =128mmS max3 =24 db hoop =240mmS max 4 =300mmSehingga S pakai =125mmPERHITUNGAN TULANGAN GESER BALOKB. LAPANGANMutu Bahan :fc' =21Mpafy =400MpaTulangan Balok :tulangan utama =16mmsengkang =10mmcover =30mmDimensi Balok :bw =300mmH =700mmd =652mmHasil Analisa :Vu =120kNPerhitungan Tulangan Geser Balok :Vc =1/6*Vfc'*bw*dVc =149391.97NVc =149.39kNVs =Vu/f -VcVs =120-149.390.6Vs =50.61kNVs = Av x fy x dSSengkang --------->Jumlah kaki :2bhf sengkang :10mmAv :157mm2S perlu =Av x fy x d =809.07mmVsKontrol S maxS max1 = d/2 =326mmS max 4 =600mmSehingga S pakai =125mm

geser&torsiBlkc:\qpro4\b-kuritaTABEL PERHITUNGAN GESER & TORSI BALOK===========D E S I G N F O R S H E A R & T O R S I O N OF B E A M S====================================================================LOAD COMBINATION :GRAVITY STATIC LOAD : 1.5 x ( M + H )] CHOOSESEISMIC LOADING : 1.05 x (M+Hr+Ex)] THE MAXIMUM* 1.05x(M+Hr+E)-->arah y: 1.05 x (M+Hr+Ey)] RESULTMUTU BAJA : U24SIGMAAU* = 20802080kg/cm2T*bu =12.0kg/cm2MUTU BETON: K175SIGMABK =175kg/cm2T*bmu =30.0kg/cm2T*bu,s=13.0kg/cm2=============================|BEAM|LOAD|SHEAR|TORQUE|MAT. PROPERTY|Tbu|koef.|Tbu'|Tbsum|Tbu''|Ts|STRIRRUPS||NUMBER|TYPE|||---|||||||---||||(kg)|(kgcm)|b(cm)|ht(cm)|kg/cm2||kg/cm2|kg/cm2|kg/cm2|kg/cm2|d(mm)|as(cm)|=============================||||||||||||||||33|III|10462.00|0.00|30|50|8.61|4.23|0.00|8.61|0.00|8.61|10|12.6|30|5020|50|24|III|23300.00|0.00|30|80|11.51|3.83|0.00|11.51|0.00|11.51|12|13.6|30|5020|50|108|III|8500.00|150000.00|30|50|7.00|4.23|14.09|21.09|4.73|11.73|10|15.0|30|50=============================

SLOOF (2)PERENCANAAN SLOOFTYPEDIMENSITULANGANMuNcmAtasBawahKgmKgGB1200X5003D163D1618008500GB2250X5003D163D1614009250GB8200X5005D165D1621008000keterangan: -N adalah aksial tarik yang diperoleh dari 10% aksial kolomakibat kombinasi beban gempa-Selanjutnya perhitungan sloof dilakukan dengan menggunakan-Diagram DINT

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

LENTURBALOKPERHITUNGAN TULANGAN LENTUR BALOKDATA PERENCANAAN :Mutu Bahan :fy =400Mpafc' =21MpaDimensi Balok :bw =600mmH =1000mmd =949Tulangan :Tul. Utama =22mmSengkang =10mmAs =379.94mm2Hasil Analisa :Mu =1500kNPerhitungan Tulangan Balok :Rn = Mn / bw.d2r min =1.4/fyr b =0.85*fc'/fy*0.85*(600/(600+fy))Mn = Mu / fr min =0.0035r b =0.02275875f =0.8r max =0.75rb=0.0170690625Mn =1500Mn =1875kNm0.8Mn =1875000000NmmRn =1875000000600x9492Rn =3.4699050967m =fy/ (0.85*fc')m =4000.85x21m =22.4089635854r =1/m( 1- (1-2.m.Rn/fy)^0.5r =0.0097r pakai =0.0097370644As perlu=r.bw.d=5544.2844704424mm2Tulangan Perlu =14.5925263737D22Tulangan Pakai =8D22

lenturblkTABEL PENULANGAN LENTUR BALOKBalokMufc'fyBHRnmrr minr pakair br maksAs perluf tulJumlahTulr adaafMnkgmkg/cm2kg/cm2cmcm0.75 rbmm2mmpakaikNm2200002104000701004.175322.410.01210.00350.01210.02280.01718196.12516.7140.01010.00902132.05

lenturblk (2)Perencanaan Penulangan Lentur BalokBalok : B30 (elemen no. 74 & 75)Bangunan : Multi PurposeData Perencanaan :fy =400MPafc =21MPadc =4cm( selimut beton )LetakMubwhdmRnr perlur minr maxr pakaiAs perluPenulanganAs adakgmcmcmcmcm2dia ( mm )jumlahcm2Tumpuan kiri-13259.00206054.222.412.6550.007220.003500.017070.007227.831648.04Lapangan+6879.00206054.222.411.3770.003590.003500.017070.003593.891648.04Tumpuan kanan-13500.00206054.222.412.7030.007370.003500.017070.007377.981648.04Keterangan :m = fy / 0.85.fc'Rn = Mu/f.bw.d2r perlu = 1/m { 1 - [ 1- ( 2.m.Rn / fy )]^0.5 }r min = 1.4/ fyr max = 0.75 rb = 0.75 * 0.85.b.fc'/ fy *(600/(600+fy))As perlu = r.bw.dMu diperoleh dari hasil 9 kombinasi pembebanan yang paling besar nilainya.

sengblkPERHITUNGAN GESER BALOKMutu Bahan :Beton :15MpaBaja :240MpaTul utama :13mmSengkang :8mmNoDimensi BalokDJumlah kakijarakVcVsfVnB ( cm )H ( cm )cmmmkgkgkg1133530.552752564982374322133530.5521002564736759583133530.5521502564491144854133530.5522002564368437485134035.5527529831143186486134035.5521002983857369347134035.5521502983571552198134035.5522002983428643629134540.55275340313038986510134540.55210034039779790911134540.55215034036519595312134540.55220034034889497513135045.552753822146461108114135045.552100382210984888415135045.55215038227323668716135045.55220038225492558917135550.552754242162541229718135550.552100424212190985919135550.55215042428127742120135550.55220042426095620221136055.552754661178611351422136055.5521004661133961083423136055.55215046618931815524136055.552200466166986816

D16TABEL PENULANGAN BALOK SLOOFKodeUKURANPENULANGAN UTAMATULANGANPENULANGAN SENGKANGCatatanLebar ( B )Tinggi ( H )TUMPUANLAPANGANTUMPUANSAMPINGTUMPUANLAPANGANTUMPUAN( mm )( mm )333GB1300500------ - 12------ - 12------ - 12-Dia 8-100Dia 8-150Dia 8-100333222GB2200500------ - 12------ - 12------ - 12-Dia 8-100Dia 8-150Dia 8-100222333GB3300500------ - 12------ - 12------ - 12-Dia 8-100Dia 8-100Dia 8-100353222------ - 12------ - 12------ - 12TABEL PENULANGAN BALOKKodeUKURANPENULANGAN UTAMATULANGANPENULANGAN SENGKANGCatatanLebar ( B )Tinggi ( H )TUMPUANLAPANGANTUMPUANSAMPINGTUMPUANLAPANGANTUMPUAN( mm )( mm )B10------ - D16------ - D16------ - D16-Dia 10- .Dia 10- .Dia 10- .B11------ - D16------ - D16------ - D16-Dia 10- .Dia 10- .Dia 10- .B18------ - D16------ - D16------ - D16-Dia 10- .Dia 10- .Dia 10- .

GroundPERHITUNGAN GROUND BEAMGB 1Data Bahan :fc' =21Mpafy =400MpaUkuran Penampang :B =30cmH =90cmd =88cmBeban Pelat =Bs Plat ( t=20 cm ) :480kg/m2Finishing :100kg/m2( DL)580kg/m2Live Load (LL) :2000kg/m2qu: ( 1.2DL+1.6LL) :3896kg/m2Plat 2 arah ---------> luas plat yang masuk sloof (b ) =1.75mqu plat =6818kg/m'qu sloof =777.6kg/m'q dinding =1500kg/m'qu tot =9095.6kg/m'Momen Sloof ===>Mu =1/10*qu tot*L2Mu =14552.96r min =1.4/fy=0.0035Rn =0.783023416m =22.4089635854r =1/m(1-V(1-2mRn/fy)=0.002002488r pakai =0.0035As perlu =9.24cm2As pakai--->dia =16mmjumlah =5mmAs ada =10.048cm2

geser kolomPERHITUNGAN TULANGAN GESER KOLOMA. TUMPUANMutu Bahan :fc' =21Mpafy =400MpaTulangan Balok :tulangan utama =16mmsengkang =10mmcover =30mmDimensi kolom :B =400mm1/2 b =200H =500mm1/2h =250d =452mmAg =200000mm2Hasil Analisa :Vu =120kNNu =200kNPerhitungan Tulangan Geser Kolom :Vc =(1+Nu/14.Ag)*(1/6*Vfc'*bw*d(1+Nu/14Ag) =1.07142857141/6*Vfc'.B.d =138088.28N1/6*Vfc'.B.d =138.09kNVc =147951.73NVc =147.95kNVc pakai =0.5 Vc=73.98kNVs =Vu/f -VcVs =120-73.980.6Vs =126.02kNVs = Av x fy x dSSengkang --------->Jumlah kaki :2bhf sengkang :10mmAv :157mm2S perlu =Av x fy x d =225.24mmVsKontrol S maxS max1 = 1/2 B atau H=200mm( yang terkecil)S max2 = 10.db tul =160mmS max 3 =200mmSehingga S pakai =200mmPERHITUNGAN TULANGAN GESER KOLOMB. LAPANGANMutu Bahan :fc' =21Mpafy =400MpaTulangan Balok :tulangan utama =16mmsengkang =10mmcover =30mmDimensi kolom :B =400mm1/2 b =200H =500mm1/2h =250d =452mmAg =200000mm2Hasil Analisa :Vu =120kNNu =200kNPerhitungan Tulangan Geser Kolom :Vc =(1+Nu/14.Ag)*(1/6*Vfc'*bw*d(1+Nu/14Ag) =1.07142857141/6*Vfc'.B.d =138088.28N1/6*Vfc'.B.d =138.09kNVc =147951.73NVc =147.95kNVs =Vu/f -VcVs =120-147.950.6Vs =52.05kNVs = Av x fy x dSSengkang --------->Jumlah kaki :2bhf sengkang :10mmAv :157mm2S perlu =Av x fy x d =545.37mmVsKontrol S maxS max1 = 1/2 B atau H=200mm( yang terkecil)S max2 = 10.db tul =160mmS max 3 =200mmSehingga S pakai =200mm

reaksi kolTABEL REAKSI GAYA KOLOMq tembok :200kg/m2q sloof :432kg/mColumnAxisOutput SAPLHP DindingLP SloofJumlahQall 1pilekgmmkgmkgkgf 30,L=30kgC1A187004.757.268404.7520521759230000C1A2190004.57.466604.519442760430000C1F44004.57.264804.51944882430000

LENTURKOLOMPERHITUNGAN TULANGAN LENTUR KOLOMDATA PERENCANAAN :Mutu Bahan :fy =400Mpafc' =21MpaDimensi Balok :B =600mmH =600mmd =549Tulangan :Tul. Utama =22mmSengkang =10mmAs =379.94mm2Hasil Analisa :Mu =1500kNNu =1500kNPerhitungan Tulangan Lentur Kolom :Perencanaan kolom dilakukan dengan diagram Interaksi M-N

PONDASI (2)office areaaxisC1DIMstoreyLUASQ MATIQ HIDUPL1DIND.1L2DIND.2H KOLQ KOLL BALQ BALQ LT - iQ KUMKOLOMB3F20.765608005.56004.51100419401570044778.813954134.1B2F20.765608005.56004.51100419401570044778.89476228.1PH20.765608005.56004.5110056001570049983.64998420.4axisC2DIMstoreyLUASQ MATIQ HIDUPL1DIND.1L2DIND.2H KOLQ KOLL BALQ BALQ LT - iQ KUMKOLOMB3F34.756080006008110041940127005549617838438.6B2F34.756080006008110041940127005549612288832.0PH34.7560800060081100560012700673926739223.7

&Lproject :Slipimas-Projectlocation :Jakarta - Indonesia

KOLOMProject :Sakura Residence - MyanmarA. COLUMN AXIAL LOADAreaLoadNuCodeFloorlxlyAStoreyD.L.L.L.( kg )( m )( m )( m2 )( kg/m2 )( kg/m2 )C48666.1536.9195025064759.5C44566.1536.92950250129519.0C1base66.1536.97950250453316.5B. COLUMN AXIAL LOAD CAPACITYNuMuNu allowDescriptionCode( kg )( kgm )( kg )C4864759.55600100000OKC44129519.01150070000not OKC1453316.57000520000OKProject :Sakura Residence - MyanmarA. COLUMN AXIAL LOADAreaLoadNuCodeFloorlxlyAStoreyD.L.L.L.( kg )( m )( m )( m2 )( kg/m2 )( kg/m2 )C4867.26.5547.16195025082765.8C4557.26.5547.162950250165531.6C5base7.26.5547.167950250579360.6B. COLUMN AXIAL LOAD CAPACITYNuMuNu allowDescriptionCode( kg )( kgm )( kg )C4882765.82900130000OKC45165531.69600140000not OKC5579360.61500600000OK

gkolomPERHITUNGAN GESER KOLOMMutu Beton :25MpaMutu Tulangan :240MpaTypeDimensi Kolomf sengkangjumlahjarakNu/Ag1/14*(nu/ag)VcVsf VnB ( cm )H ( cm )mm( kaki )( mm )Mpakgkgkg150501231008.330.607825.437764.427353.8800152381250501231008.330.607825.437764.427353.8800152381350601231008.330.609511.945903.333249.1127771429460501231008.330.609390.537764.428292.9276342857540401221008.330.604911.119750.314796.8759466667640501221008.330.606260.325176.318861.9517561905725601221008.330.604756.030602.221214.8847085714860251231008.330.604331.017417.213048.8933485714920501221008.330.603130.225176.316983.85651809521050201231008.330.602765.913347.89668.18172952381120401221008.330.602455.619750.313323.54261333331240201221008.330.602212.78898.56666.724327619

Tab KolTabel Ukuran KolomKode KolomLt. 1Lt. 2Lt. 3Lt. 4Lt. 5Lt. 6Lt. 7C1500 x 500500 x 500450 x 450450 x 450---C2500 x 500500 x 500450 x 450450 x 450400 x 400400 x 400-C15------600 x 200600 x 200

tulpilecapPENULANGAN PILE CAPtypeMufyfc'bdAs requiredAs minfspacingAs designaM capMukgmkg/cm2kg/cm2cmcmcm2cm2mmmmcm2cmkgmkgmP10400021070500.006.30162007.032.25123750okP1a0400021070500.006.30162007.032.25123750okP3237124000210160709.9620.161615021.443.005286023712ok

foundpileCalculation sheet :Foundation PileSample :Building :Station APile cap :P4a ( axis C,7)Reaction Force :Data :Fx =1500kgFy =5000kgFz =30500kgMx =27000kgmMz =7500kgmA. AXIAL LOADFz =30500kgMx =27000kgmR/C column =53460kgMy =7500kgmPilecap =47376kgx max =1.585mV total =131336kgS x2 =( 4X1.5852)=10.048m2y max =1mS y2 =(4x1^2)=4m2P all = V/n + Mx.xmax/Sx2+My.ymax/Sy2Case I :P all = 131336/4+27000*1.585/10.048+7500*1/4=32834 + 4259.05 + 1875=38968.05 kgm < Bearing Capacity Pile = 95130 kg (ok)Case II :P all = 131336/4-27000*1.585/10.048-7500*1/4=32834 - 4259.05 - 1875=26699.95 kgm < Bearing Capacity Pile = 95130 kg ( ok )B. LATERAL LOADF allowable =2200 kg( Lateral Load Capacity = 2200 kg )for lateral displacement max = 1/4"Fix =Fx/n =1500/4 =375 kg < F all =2200 kg ( ok )Fiy =Fy/n =5000/4 =1250 kg < F all =2200 kg ( ok )where :Fx = Lateral Load x-directionFy = Lateral Load y-directionFix = Lateral Load each pile x-directionFiy = Lateral Load each pile y-directionn = number of pileC. PILE MOMENT REACTIONM = Factor*cr*D2Data :cu =0.01kg/cm2=100kg/m2cr =0.5*cu=50kg/m2Ho =1250kg( Lateral load max each pile )D =0.4m( Diameter of pile )e =0mL =24m( length of pile )e/L =0mHo/cr*D =1250/50*0.4^------------>from atached table M/cr*D2 = 150=62.5M =150*cr*D2=150*50*0.42=1200kgmMu =1.5*1200kgm1800kgm < Pile Moment Capacity = 10600 kgm ( ok )

shearokoknotnotTypePuVuMuPanjangTinggiTebalf'cfPnw(Mu/Vu-lw/2)Vc1Vc2VcfVcfVsrh minSh maxTul h pakaifVs adarhrh min < rhrv minSv maxTul v pakairvrv min < rvNewtonNewtonNewton mmlwhwhMpaNewtonmmNewtonNewtonNewtonNewtonNewtonlw/53h500DiaJarakNewtonlw/33h500DiaJarakmmmmmmmmmmmmmmmmmmmmmmmmmmS11341220036562006415290000090004000250292110185013046510576444337389.50493455105764.163210533063458.49792632592741.5020736840.00251800750500122001904497.920.0045ok0.00457775563000750500161500.0107178667okS11341220036562006415290000090004000250292110185013046510576444337389.50493455105764.163210533063458.49792632592741.5020736840.00251800750500122001904497.920.004500.00457775563000750500161500.01071786670S11341220036562006415290000090004000250292110185013046510576444337389.50493455105764.163210533063458.49792632592741.5020736840.00251800750500122001904497.920.004500.00457775563000750500161500.01071786670

POERPROYEK : SHOWROOM GRESIKPERHITUNGAN MOMEN NOMINAL PILE CAPType PILECAP BORE PILE 2 P 40 @ 35 TONGAYA REAKSI BOREPILE :40tonJARAK AS KOLOM-AS BORE PILE:0.6mMOMEN ULTIMATE YG TERJADI :36tmFy :400Mpacover :50mmd' :71mmFc' :18.6Mpab :800mmTul utama :16mmh :700mmSengkang :13mmd :618mmTul tarik :8As :1607.68mm2Tultekan :4As' :803.84mm2T =643072NCs =308827NCc =12648aa =26.426684883mmMn =371075268.620627Nmm37108kgmlebih besar dari M ultimate =36000kgmDIPAKAI TUL. UTAMA D16 - 100 MMType PILECAP BORE PILE 3 P 40 @ 40 TONGAYA REAKSI BOREPILE :42.5tonJARAK AS KOLOM-AS BORE PILE:0.6mMOMEN ULTIMATE YG TERJADI :38.25tmFy :400Mpacover :60mmd' :81mmFc' :18.6Mpab :800mmTul utama :16mmh :750mmSengkang :13mmd :658mmTul tarik :8As :1607.68mm2Tultekan :4As' :803.84mm2T =643072NCs =308827NCc =12648aa =26.426684883mmMn =393709875.724627Nmm39371kgmlebih besar dari M ultimate =38250kgmDIPAKAI TUL. UTAMA D16 - 100 MMType PILECAP BORE PILE 1 BP' @ 35 TONGAYA REAKSI BOREPILE :42.5tonJARAK AS KOLOM-AS BORE PILE:0.7m( jarak existing )MOMEN ULTIMATE YG TERJADI :44.625tmFy :400Mpacover :60mmd' :81mmFc' :18.6Mpab :800mmTul utama :16mmh :700mmSengkang :13mmd :608mmTul tarik :10As :2009.6mm2Tultekan :4As' :803.84mm2T =803840NCs =308827NCc =12648aa =39.1376273245mmMn =454032898.052143Nmm45403kgmlebih besar dari M ultimate =44625kgmDIPAKAI TUL. UTAMA D16 - 75 MM

pilecapKONTROL PENULANGAN PILE CAP EXISTINGData Pilecap existing :Live Load Lt1 = 600 kg/2Live Load Lt Dasar = 600 kg/2( asumsi live load yang bekerja = 50% )Beban :* aksial kolom ( b. lt 2 ) :=25.00ton* beban pelat lt 1 :( 780*4.7*5.4 ) =19.79ton* bs pile cap :(0.5*1.1*0.4*2400)-(0.5*1.1*0.2*2400) =0.26tonP total =45.05tonM =(22525*0.35)-(1/8*(780*4.7)*2.7^2-(0.5*(0.5*0.2*2400)*0.55^2M =6552 - 3340 - 36.3 =3175.7 kgmMu =1.5*3175.7 kgmMu =4763.55kgmRn =Mu/fb.d2r min =1.4/fyRn =47635500/(0.8*500*3002)r min =1.4/400Rn =1.32r min =0.0035(menentukan)m =fy/(0.85*fc')m =400/(0.85*18.6)m =25.3r =1/m(1-V(1-2mRn/fy)r =1/25.3(1-V(1-2.25.3*1.32/400)r =0.00345As perlu =0.0035*500*300As perlu =525mm2Dipakai tul D13 ( as = 132.73mm2-------->Tulangan =pakai = 525/132.73=3.95( 4D13)Tulangan ada ( existing ) = 3D13Kesimpulan : -Penulangan pilecap existing kurang memenuhi syarat

concpileq dyn = S/C1*(-1+V1+2C1xCA)S2q all = q dyn/ SFSF =2.1A. Pile Data :C1=L/E*Fwhere :L = Length of Pile ( cm )Grade ConcreteEb(t/cm2)F = Cross section Area ( cm2)K-100220E = Modulus Elasticity (t/cm2)K-150260E steel = Ee = 2100 t/cm2K-250300E concrete=Eb ( tabel )K-350340K-450370K-550390For Concrete Pile :F = Fb + m x FcFb =Cross section Aream =Fc/FbFc =Area of Reinforced Pile ( ignored, very small )Driving Machine Data :A = R x h ( t.cm )R = Hammer weight (t)h = ramstroke (cm)0h

effisiensipileEFFISIENSI PILE GROUPDaya Dukung Tiang =37.5tonTypen - pileD ( m )S ( m )mnD/Sarc tg(D/S)m-1n-1EffP ijinPijin X Eff( ton )( ton )P110.250.75--0.333333333318.43--1.0037.537.50P220.250.75210.333333333318.43100.907567.32P12120.250.75430.333333333318.43320.78450351.00Eff = 1- (arc tg (D/S)*((n-1).2+(m-1).2)/(90.m.n))( Converse - Labarre equation )Keterangan :D: dimensi tiangS: jarak antar tiangm: jumlah baris tiang arah - xn: jumlah baris tiang arah - y

EFFISIENSI1EFFISIENSI PILE GROUPTypen - pileD ( m )S ( m )mnEffP220.20.8211P330.20.8--1P660.20.8321Eff = 2(m+n-2)S + 4Dm.n.p.DKet :D: dimensi tiangS: jarak antar tiangm: jumlah baris tiang arah - xn: jumlah baris tiang arah - y

EFFISIENSI12EFFISIENSI PILE GRUPTypen-pileLrBrLuasKelqcfs.LQfbQcbTahananS tahananEff( m )( m )( m 2 )( m )t/m2t/m( ton )( ton )ijin blokijin tiang tunggal( ton )( ton )P220.801.501.204.6057.525.811969188461.0P331.391.501.315.1657.525.813375208691.0P662.301.503.457.6057.525.81961983941381.0Ket :Eff = Tahanan Ijin Blok / S Tahanan Ijin Tiang TunggalTahanan Ijin Blok = Qcb + QfbQcb: Luas x qcQfb: Keliling x L x fs

gpons1KONTROL GESER PONSPerumusan yang dipakai untuk kontrol geser pons :Vc = ( 1 + 2/bc).(1/6 V fc' ).bo.dtetapi tidak lebih dari :1/3Vfc'.bo.ddimana:bc: rasio sisi panjang terhadap sisi pendek dari daerah beban terpusat atau reaksibo: keliling / perimeter penampang yang terdapat tegangan geser sehingga menurutpasal 3.4.11.1.2 SKSNI T15-1991 boleh dianggap terletak pada jarak d/2 terhadap sisi kolomokd: tebal effektif poernotData pilecap existing :b =500mmh =400mmd =300mmfc' =18.6Mpa( mutu pengecoran lama K225 )bo =2*390+2*250+4*300bo =2480mmbc =250/390bc =0.64Vc1 =( 1+2/0.64)*(1/6V18.6)*2480*300Vc1 =2205.98 kNVc2 =1/3V18.6*2480*300Vc2 =1069.56 kN ( menentukan )fVc =0.6*1069.56fVc =641 kN = 64.173 ton > Vu=36 tonKontrol Geser Pons ..( ok )Typefc'dimensi kolomdbcbofVc1fVc2fVcVufVc > Vu( Mpa )A ( mm )B ( mm )( mm )( cm )kNkNkNkNP2213902503500.64102564126801771860860200okketerangan:Vc1: ( 1 + 2/bc).(1/6 V fc' ).bo.dVc2: 1/3Vfc'.bo.d

gpons2KONTROL GESER PONS( blk-d )Perumusan yang dipakai untuk kontrol geser pons :Vc = ( 1 + 2/bc).(1/6 V fc' ).bo.dtetapi tidak lebih dari :1/3Vfc'.bo.ddimana:bc: rasio sisi panjang terhadap sisi pendek dari daerah beban terpusat atau reaksibo: keliling / perimeter penampang yang terdapat tegangan geser sehingga menurutpasal 3.4.11.1.2 SKSNI T15-1991 boleh dianggap terletak pada jarak d/2 terhadap sisi kolomokd: tebal effektif poernotTypefc'dimensi kolomdbcbofVc1fVc2fVcVufVc > Vu( Mpa )A ( mm )B ( mm )( mm )( cm )kNkNkNkNP22537037049213448254516961696671.33okP32037037049212464162610841084811.97okP42037037059212664211614111411863.86okketerangan:Vc1: ( 1 + 2/bc).(1/6 V fc' ).bo.dVc2: 1/3Vfc'.bo.d

dtpPERHITUNGAN DAYA DUKUNG TIANG PANCANGProyek : KANWIL XII DJPDaya dukung ijin 1 tiang =37500kgTypejumlahukuranjarakjarakjarakjarakjarakjarakPEffisiensiP IjinKetLokasipoertiangtiangX1X2Y1Y2terjauhterjauhP totalMxMy1 TiangPile Grup1 tiang( Axis )pancangpancang(m)(m)(m)(m)XY(kg)(kgm)(kgm)(kg)kgA,4P22.00.2500.0000.0000.3750.3750.0000.37560344.00051292.4296.00.026040.90.933750okB,4P33.00.2500.3750.3750.2000.4500.3750.45095323.00081024.6114.0106.027331.10.8531875okI,1bP11.00.2500.3000.3000.3000.3000.3000.3007482.0006359.7172.067.06558.9137500ok

MeyyerhofBEARING CAPACITY OF PILE PONDATIONCALCULATIONSoil Data :BH-1 ( STATION A AREA)DEPTHN-SPT VALUE1.519307210112613814.51816.534181219.511211422.5202450( must be taken 40 )N-SPT average =14Pile Data :Size :f 40cmLength :24m( from existing ground level)Bearing Capacity Calculation :Q ult = 40.Nb.Ab + 0.2N ave.As( Meyyerhof Formula )Q all = (40.Nb.Ab + 0.2N ave.As)/SFwhere :Nb =N-SPT value at bottompileAb =area of pile tip( m2)N ave =N-SPT value average as long pileAs =are of pile shaft( m2)SF =safety factor ( this case is taken 3 )Q all =allowable capacity of pileQ ult =ultimate pile capacityAb =0.25*3.14*0.4*0.4 =0.1256m2As =3.14*0.4*24=30.16m2Q ult =( 40*40*0.1256)+(0.2*14*30.16) =285.4tonQ all =285.4/3=95.13ton

pondasiPERHITUNGAN DAYA DUKUNG PONDASI( MEYERHOF )SectionPondasiLAbAsNb0.2N40.Nb.Ab0.2N.AsP ultP allmm2m2 1)Faktor Koreksi :Gaya Geser Dasar Analisa Statik=44169=1.08( Y - dir )Gaya Geser Dasar Analisa Dinamik41012

SIMPANGANSIMPANGAN TINGKAT & DRIFT RATIODRIFT RATIOLantaiDrift RatioDrift RatioDrift RatioKontrol Driftx Faktor KoreksiIjinarah - Xarah - Yarah - Xarah - Yarah - Xarah - YATAP0.000340.000360.000360.000380.005okokLT20.000380.000460.000410.000490.005okokLT10.000330.000380.000350.000410.005okokFaktor Koreksi :Gaya Geser Dasar Statik=22500=1.07( arah - x )Gaya Geser Dasar Dinamis20978Faktor Koreksi :Gaya Geser Dasar Statik=22500=1.07( arah - y )Gaya Geser Dasar Dinamis21073SIMPANGAN TINGKATLantaiSimpanganSimpanganTinggi LantaiSimpanganSimpanganx Faktor KoreksimIjinarah - Xarah - Yarah - Xarah - Yarah - Xarah - YATAP0.004100.004700.004400.0050212.0000000.060okokLT20.002800.003300.003000.003528.0000000.040okokLT10.001300.001500.001390.001604.0000000.020okokFaktor Koreksi :Gaya Geser Dasar Statik=22500=1.07( arah - x )Gaya Geser Dasar Dinamis20978Faktor Koreksi :Gaya Geser Dasar Statik=22500=1.07( arah - y )Gaya Geser Dasar Dinamis21073

eksEKSENTRISITASPOSISI BEBANesIGL1L2ebAebBTITIK REFERENSIebA =es - 0.05bebB =1.5es + 0.05bDIMANA :G = PUSAT MASSAI = PUSAT KEKAKUANes = JARAK EKSENTRISITASb = LEBAR BANGUNANa. ARAH - XLANTAIbGIesebAebBL1L2( m )( m )( m )( m )( m )( m )( m )( m )ATAP15.37.5027.510-0.01-0.770.756.748.26LT215.37.6277.5000.13-0.640.966.868.46LT115.37.6467.4920.15-0.611.006.888.49b. ARAH - YLANTAIbGIesebAebBL1L2( m )( m )( m )( m )( m )( m )( m )( m )ATAP9.475.0004.9930.01-0.470.484.535.48LT29.474.9444.991-0.05-0.520.404.475.39LT19.474.9264.995-0.07-0.540.374.455.37

drifkonProject :SURABAYA CONSULATE GENERAL OFFICELokation :SURABAYADRIFT RATIO CONTROLStoryDrift RatioDrift RatioDrift RatioDrift Controlx Corection FactorAllowableX - dirY - dirX - dirY - dirX - dirY - dirRoof0.00780.000280.0111880.0004870.005okok4th0.000880.000380.0012620.0006610.005okok1st0.000130.000050.0001860.0000870.005okokCorection Factor :Base Shear Static Analysis=414756.9=1.43( X - dir )Base Shear Dynamic Analysis289162Corection Factor :Base Shear Static Analysis=414756.9=1.74( Y - dir )Base Shear Dynamic Analysis238336

driftTaLATERAL DISPLACEMENTS AND INTERSTORY DRIFTSDm =0.7RDsDrifts max =0.02 x 4 =0.08mGempa Arah - XGempa Arah - YLANTAIDsDriftsDmDriftsDsDriftsDmDrifts( m )( m )( m )( m )( m )( m )( m )( m )LT ATAP0.06110.0018000.17960.0052920.06180.0021000.181690.006174LT100.05930.0030000.17430.0088200.05970.0034000.175520.009996LT90.05630.0508000.16550.1493520.05630.0510000.165520.149940LT20.00550.0055000.01620.0161700.00530.0053000.015580.015582

Bira1STOREYEXISTBRACES.WALL179.25381.20183.287273.54975.31677.108364.08965.30566.775450.04650.53551.604529.31529.129.548

Bira1

EXISTBRACES.WALLSTOREYSHEAR STOREY FORCEton

Bira2STOREYEXISTBRACES.WALL11070109011202840855874356056657843123133195116115117

Bira2

EXISTBRACES.WALLSTOREYOVERTURNING MOMENt.m.

Bira3STOREYEXISTBRACES.WALL10.00190.0010.000920.00240.00140.001230.00260.00130.001140.00260.00120.00150.00230.0010.0009

Bira3

EXISTBRACES.WALLSTOREYstorey deformation anglerad

platsetempatTEGANGAN PONDASI PLAT SETEMPATNO KOLOMAksial KolomAksial KolomUkuran PondasiLuas PondasiTegangan Pondasi( output ETABS )( 0.80 X OUTPUT ETABS )L ( m )B ( m )m2kg/m212555320442.42245110.6024305434443.2022.34.67487.65302163217305.601.61.62.566760.00

pondlajurBAB IXPERHITUNGAN PONDASIJenis Pondasi :Plat lajurLebar Pondasi :0.6,0.7,1 mDaya Dukung :2500 kg/m2( asumsi tanah sedang )Perhitungan Momen Pondasi Lajur :a. Lebar 0.6 m :Mu = 1/2*2500*0.3^2*1.5Mu = 169kgmb. Lebar 0.7 m :Mu = 1/2*2500*0.35^2*1.5Mu = 230kgmc. Lebar 1 m (tengah) :Mu = 1/2*2500*0.5^2*1.5Mu = 469kgmd. Lebar 1 m (tepi) :Mu = 1/2*2500*1^2*1.5Mu = 1875kgm

POND PLAT LAJURPERHITUNGAN PONDASI PELAT LAJURType pelat lajur lebar 1.500 m [ simetris, tumpuan tengah ]Tegangan tanah yang terjadi =3500kg/m2Lebar kantilever pelat =0.75mMomen yang tejadi =984.375kgmMomen ultimate =1476.5625kgmFy :240Mpacover :25mmd' :38mmFc' :15Mpab :1000mmTul utama :10mmh :150mmSengkang :8mmd :105mmTul tarik :10As :785mm2Tultekan :0As' :0mm2T =188400NCs =0NCc =12750aa =14.7764705882mmMn =18390056.4705882Nmm1839kgm>1476.5625kgm[ O.K ]JADI DIPAKAI TULANGAN UTAMA DIAMETER 10 mm JARAK 100 mmType pelat lajur lebar 1.200 m [ simetris, tumpuan tengah ]Tegangan tanah yang terjadi =3500kg/m2Lebar kantilever pelat =0.6mMomen yang tejadi =630kgmMomen ultimate =945kgmFy :240Mpacover :25mmd' :38mmFc' :15Mpab :1000mmTul utama :10mmh :150mmSengkang :8mmd :105mmTul tarik :6As :471mm2Tultekan :0As' :0mm2T =113040NCs =0NCc =12750aa =8.8658823529mmMn =11368100.3294118Nmm1137kgm>945kgm[ O.K ]JADI DIPAKAI TULANGAN UTAMA DIAMETER 10 mm JARAK 150 mm

jemb1PROYEK : JEMBATAN WISATA BUKIT EMASPERHITUNGAN DINDING PENAHANGAYA GULING :A. AKIBAT TEKANAN TANAH :TINGGI:2.5meterkedalaman dasar pondasi :0meterBerat Jenis Tanah :1800kg/m3Ka:0.333Gaya Tekan ( 1 )=1873.125kgTinggi Guling (1 )=0.8333333333meterMomen Guling (1 )=1560.9375kg-mGaya Tekan ( 2 )=0kgTinggi Guling (2 )=0meterMomen Guling (2 )=0kg-mB. AKIBAT TEKANAN AIRTINGGI:2.5meterkedalaman dasar pondasi :0meterBerat Jenis Air :1000kg/m3Gaya Tekan ( 3 )=3125kgTinggi Guling (3 )=0.8333333333meterGaya Guling (3 )=2604.1666666667kg-mGaya Tekan ( 4 )=0kgTinggi Guling ( 4 )=0meterMomen Guling ( 4 )=0kg-mC. AKIBAT BEBAN DIATAS TANAH --------> TIDAK ADATINGGI:2.5meterkedalaman dasar pondasi :0meterBerat Jenis Tanah :1800kg/m3Ka:0.333BEBAN DIATAS TANAH :1080kg/m2Gaya Tekan ( 1 )=1498.5kgTinggi Guling (1 )=1.25meterMomen Guling (1 )=1873.125kg-mGaya Tekan ( 2 )=0kgTinggi Guling (2 )=0meterMomen Guling (2 )=0kg-mTOTAL MOMEN GULING =1560.9375+0+2604.1666666667+0+1873.125=6038.2291666667kgmFy :400Mpacover :70mmd' :86.5mmFc' :18.6Mpab :1000mmTul utama :13mmh :300mmSengkang :10mmd :204mmTul tarik :8As :1061.32mm2Tultekan :4As' :530.66mm2T =424528NCs =203874NCc =15810aa =13.9565929538mmMn =67428800.864123Nmm6743kgm>6038.2291666667kgm [ ok ]Dipakai tulangan D-13 jarak12.5cm

penahaPERHITUNGAN DINDING PENAHANKONDISI :- BEBAN AIR TIDAK ADA- ADA BEBAN KENDARAAN DI ENTRANCEGAYA GULING :A. AKIBAT TEKANAN TANAH :TINGGI:3meterkedalaman dasar pondasi :1.5meterBerat Jenis Tanah :1800kg/m3Gaya Tekan ( 1 )=2700kgTinggi Guling (1 )=2.5meterMomen Guling (1 )=6750kg-mGaya Tekan ( 2 )=2700kgTinggi Guling (2 )=0.75meterMomen Guling (2 )=2025kg-mB. AKIBAT TEKANAN AIRTINGGI:0meterkedalaman dasar pondasi :0.6meterBerat Jenis Air :1000kg/m3Gaya Tekan ( 3 )=0kgTinggi Guling (3 )=0.6meterGaya Guling (3 )=0kg-mGaya Tekan ( 4 )=0kgTinggi Guling ( 4 )=0.3meterMomen Guling ( 4 )=0kg-mC. AKIBAT BEBAN KENDARAANTINGGI:4.5meterkedalaman dasar pondasi :0meterBeban Kendaraan :800kg/m2Gaya Tekan ( 1 )=1198.8kgTinggi Guling (1 )=2.25meterMomen Guling (1 )=2697.3kg-mTOTAL MOMEN GULING =6750+2025+0+0+2697.3=11472.3kgmCOUNTER LOAD :TINGGI:3meterkedalaman dasar pondasi :1.5meterlebar batu kali atas:0.5meterlebar batu kali bawah:2.5meterBerat Jenis Batu ::2000kg/m3Berat Batu kali(1)=4500kgJarak lengan (1 )=0.25meterMomen Counter (1 )=1125kg-mBerat Batu kali(2)=6000kgJarak lengan (2 )=1.1666666667meterMomen Counter (2 )=7000kg-mBerat Batu kali(3)=6000kgJarak lengan (3 )=1.5meterMomen Counter (3 )=9000kg-mTOTAL MOMEN COUNTER=17125SAFETY FACTOR ( SF ) :1.4927259573harus lebih besar dari1, minimal 1,5

retainingwallKONTROL RETAINING WALLPenggerakNofcgtgwqKaKpH tanahTINGGIH airq1=gt.H.Kaq2=gw.Hq3 = Ka.qM1M2M3M. GulingF geserkg/cm2kg/m3kg/m3kg/m2(m)c( m)kg/mkg/mkg/mkgmkgmkgmM1+M2+M3kgkgm1400.17160010004000.224.59890993219803131.1767815776086.9842270.90.03522.645793.514873.1PenahanL.Ret.H tanahqa=Kp.gt.HW tanahW kend.KohesiM(a)M(b)M(c)M(d)M.penahanF.penahan(m)(m)kg/mkgkg2cVKakgmkgmkgmkgmM(a+b+c+d)kgkg/m2kgm2.600.003744010401585.40.0048672135250734.2732072639100758.2734209.2708402838SF Guling =M.Guling/M.Penahan=2.20SF Geser =F Penahan/F geser=2.30

RETAININGWALL (2)PERHITUNGAN DINDING PENAHAN TANAH W1KONDISI :- BEBAN AIR SETINGGI 2 METER- DIAREA TAMAN ADA BEBAN TAMBAHAN 100 kg/m2GAYA GULING :A. AKIBAT TEKANAN TANAH :TINGGI:2.9meterkedalaman dasar pondasi :0meterBerat Jenis Tanah :1800kg/m3Gaya Tekan ( 1 )=2523kgTinggi Guling (1 )=0.9666666667meterMomen Guling (1 )=2438.9kg-mGaya Tekan ( 2 )=0kgTinggi Guling (2 )=0meterMomen Guling (2 )=0kg-mB. AKIBAT TEKANAN AIRTINGGI:2meterkedalaman dasar pondasi :0meterBerat Jenis Air :1000kg/m3Gaya Tekan ( 3 )=2000kgTinggi Guling (3 )=0.6666666667meterGaya Guling (3 )=1333.3333333333kg-mGaya Tekan ( 4 )=0kgTinggi Guling ( 4 )=0meterMomen Guling ( 4 )=0kg-mC. AKIBAT BEBAN DIATAS TANAHTINGGI:2.9meterkedalaman dasar pondasi :0meterBeban diatas tanah :200kg/m2Gaya Tekan ( 1 )=193.14kgTinggi Guling (1 )=1.45meterMomen Guling (1 )=280.053kg-mTOTAL MOMEN GULING =2438.9+280.053+1333.3333333333+00=4052.2863333333kgmMomen Ultimate =6078.4295kgmPENULANGAN DINDING PENAHANFy :350Mpacover :25mmd' :41.5mmFc' :18.6Mpab :1000mmTul utama :13mmh :250mmSengkang :10mmd :199mmTul tarik :10As :1326.65mm2Tultekan :5As' :663.325mm2T =464328NCs =221677NCc =15810aa =15.3479391682mmMn =81339498.5911648Nmm8134kgmDIPAKAI DINDING PENAHAN TEBAL 250 mm dengan tulangan utama Dia 13-100

STAIRPENULANGAN TANGGA ( MULTI PURPOSE )Material Properties :fy =400Mpafc' =21MpaMubdmRnrAs requiredAs minReinforcementAs designkgmcmcmcm2fspacingcm26280.0012018.0022.411.9000.0050310.93.8881312512.74

ECCECCENTRICITY DESIGNLEVELDIRNFORCE AFORCE BCORyCORxCOMyCOMxecYecXedYedXCOMy DsgCOMx DsgPHX43803.31038.426PHY047289.3222.871.90-10.2419.0028.5216.20PHROT-553235.81808647.3712.6317.1026.617.513.970.4012.05-0.900.5816.20ROOFX168004.94038.426ROOFY0170215.1720.841.99-8.1819.03-8.1816.20ROOFROT-2126870.462900845.3412.6617.0425.2717.512.610.4610.69-0.841.9716.20GENSETX853884.7304435GENSETY0828669.346.7811.7319.1529.3719.1529.37GENSETROT-22145240.314615603.8925.9317.6422.8824.293.056.650.854.9025.0822.54

&LProyek : Office Buliding ( Slipi Mas )&L&F

pondasi (3)PERHITUNGAN PONDASITegangan tanah yang terjadi : s = (P/A ) + ((M - P.e) / W)Beban Axial (P) :*). Beban reaksi :1565kg*). Berat sendiri pondasi :600kg*). Berat balok rip pondasi :480kg*). Berat sendiri kolom beton :1267.2kg+3912.2kgBeban Momen (M) :M = H x dGaya reaksi horisontal (H) :661kgJaraknya (d) :4.4mMomen (M) :2908.4kgmUkuran Pondasi :B =1mH =2mJarak as - kolom ke tepi pondasi (1) :0.55mJarak as - kolom ke tepi pondasi (2) :1.45mJarak eksentrisitas (e) :0.45mTegangan tanah yang terjadi :s1 =3677.9718874876kg/m2s2 =234.2281125124kg/m2Perhitungan Balok Rib Pondasi :M = 1/2.q.l.lq =3677.9718874876kg/m'l =1.45mM =3866.4679467213kgmMu =5799.7019200819kgm

jem2PERHITUNGAN PEMBEBANAN :BEBAN MATI :Berat Sendiri Pelat =0,15*2400 =360Finishing 20 cm10cm200560BEBAN HIDUP :Beban merata D22008000.9333333333Beban garis P4363.6363636364keof kejut1.3614479605momen akibat beban merataq =1463.4666666667+ ( bs )3962090.6666666667=3950.1333333333P =15525.4574698971M =14080.05276+20726.485722312734806.5384823127Mu =52209.807723469Fy :390Mpacover :100mmd' :121mmFc' :18.6Mpab :300mmTul utama :22mmh :700mmSengkang :10mmd :556mmTul tarik :8As :3039.52mm2Tultekan :4As' :1519.76mm2T =1185413NCs =568679NCc =4743aa =130.0303195446mmMn =550182311.56954Nmm55018kgm>52209.807723469kgm [ ok ]