spuw-1jalan lingkungan spuw-1-- jalan beton---Tinjauan GeserVu 0,6.Vc : 83.998 KN Ok!Tinjauan Momen LenturBeban Titikditinjau Luas plat A:(L x L)m2=1m2s tanah=Vu/A=60KN/m2wu = s tnh*1 m=60KN/mMu = 1/2.wu.L2=7.5KN.mPenulanganMomen ultimit (Mu)=7.5KNmLebar asumsi=1000mmTebal plat ( h )=175mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mmJarak tulangan ( s )=150mmJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=50mmd'=125mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=21.7633892341KNmMkap = 0,8.Mkap.ult=17.411KNm> Mu = 7.5 KNm Ok!Beban berjalanjarak gandar depan-belakang=4mjarak roda kanan-kiri=1.75mbeban roda kendaraan=6tlebar rencana=6mpanjang tiap pias jalan=10mditinjau luasan 6 x 10 m2beban merata akibat beban titikqm=0.8t/m2M=1.6t.mPenulanganMomen ultimit (Mu)=16KNmLebar asumsi=1000mmTebal plat ( h )=175mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mmJarak tulangan ( s )=150mm10 mJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=45mmd'=130mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=22.6681679185KNmMkap = 0,8.Mkap.ult=18.135KNm> Mu = 16 KNm Ok!Tinjauan Daya dukung TanahHasil Penyelidikan TanahOleh Pt. Ketira Engineering ConsultantsJenis Tanah asli : silty clay very softg(Wet density)=1.526t/m3f(angle of internal friction)=3oc(cohesion)=0.05kg/cm2t(timbunan tanah merah)=115cmAnalisa Terzaghiqult = 1,3.c.Nc.+q.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai :f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.6Ng=00.5Untuk sudut geser (f)=3oNc=6.66Nq=1.36Ng=0.3qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng=0.453kg/cm2SF ( safety factor)=3qa tanah asli = qult/SF=0.151kg/cm2=15.1095786667KN/M2s terjadi tanah merah = Pt/A=0.6kg/cm2=60KN/M2s terjadi tanah asli (metoda 1:2)=0.1297998918kg/cm2< qa : 0.151 kg/cm2 Ok!Tinjauan Tebal PerkerasanP=12tfaktor kepadatan lalulintas (g)lalu lintas jarang (g)=1.25Tanah aslis dukung=0.151kg/cm2tebal tanah merahh = sqrt(P/(2.p.s))=112.4280069336cm < H lap = 115 cm Ok!Tanah Merah PadatCBR (asumsi)56789101112tebal perkerasan (cm)h = sqrt(g.P/(1,6.p.CBR))24.436320466922.307206570320.652460212519.318607577318.213757894717.279087909416.474963897915.7735770352h = 16.sqrt(P/CBR)24.787093415722.62741699820.948917462719.595917942318.475208614117.527121840216.711454971716Asumsi CBR Timbunan Tanah Merah Padat=10%Tebal Plat Beton=17.5cmtinjauan expantion jointgaya geser 2 kendaraan=24tVu=40000N/m'tul=12mmmutu baja=240MpaAst=Vu/(0,6.fy)=277.7777777778mm2As=1/4.phi.d^2=113.04mm2n = Ast/As=2.4573405677bh/m'diambil jarak maksimum tulangan=300mmjadi digunakan tulangan expantion=dia.12 - 300 mmpanjang tulangan =2.(30.d)=720mmKapasitas geser=325555.2N=32.55552t> 24 t Ok!

&R&A &F4 m6 m1,751,750,50,50,5

BPUJalan Beton BPU-- Beban Fork Lift---Tinjauan GeserVu 0,6.Vc : 104.521 KN Ok!Tinjauan Momen LenturBeban Titikditinjau Luas plat A:(L x L)m2=1m2s tanah=Vu/A=37.05KN/m2wu = s tnh*1 m=37.05KN/mMu = 1/2.wu.L2=4.63125KN.mPenulanganMomen ultimit (Mu)=4.63125KNmLebar asumsi=1000mmTebal plat ( h )=120mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=10mmJarak tulangan ( s )=200mmJumlah tulangan (n)=5bhLuas tul tarik ( Ast)=392.69908175mm2ds=50mmd'=70mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=4.9279884769mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=6.3651185874KNmMkap = 0,8.Mkap.ult=5.092KNm> Mu = 4.63 KNm Ok!Beban berjalan0.77jarak gandar depan-belakang=1.6m0.962.5mjarak roda kanan-kiri=0.96mbeban roda kendaraan=3.705t0.77lebar rencana=2.5m1.6mpanjang tiap pias jalan=6m6 mditinjau luasan 2.5 x 6 m2beban merata akibat beban titik10qm=0.988t/m2M=0.31616t.m10-20028PenulanganMomen ultimit (Mu)=3.1616KNmLebar asumsi=1000mm48Tebal plat ( h )=120mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=10mmJarak tulangan ( s )=200mm2.5mJumlah tulangan (n)=5bhLuas tul tarik ( Ast)=392.69908175mm2ds=50mmd'=70mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=4.9279884769mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=6.3651185874KNmMkap = 0,8.Mkap.ult=5.092KNm> Mu = 3.16 KNm Ok!Tinjauan Daya dukung Tanahg(Wet density)=1.363t/m2 =0.1363kg/cm2f(angle of internal friction)=5oc(cohesion)=0.06kg/cm20Analisa Terzaghiqult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai :f,Nc,Nq,Ngf=05Nc=5.717.32Nq=11.6Ng=00.5Untuk sudut geser (f)=5oNc=7.32Nq=1.6Ng=0.5qult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.Ng=0.598kg/cm2SF ( safety factor)=2.5qa tanah asli = qult/SF=0.239kg/cm2=23.9288KN/M2Daya dukung gelamf10-600=0.025kg/cm2s terjadi tanah timbunan = Pt/A=0.4kg/cm2=37.05KN/M2s terjadi tanah asli (metoda 1:2)=0.3705kg/cm2Daya dukung gelam totalf10-600=0.131kg/cm2Rencana jumlah gelam=5bh/m2s total=0.371> qa : 0.371 kg/cm2 Ok!tinjauan expantion jointgaya geser 2 kendaraan=10.92tVu=18200N/m'tul=8mmmutu baja=240MpaAst=Vu/(0,6.fy)=126.3888888889mm2As=1/4.phi.d^2=50.24mm2n = Ast/As=2.5157024062bh/m'diambil jarak maksimum tulangan=200mmjadi digunakan tulangan expantion=dia.8 - 200 mmpanjang tulangan =2.(30.d)=480mmKapasitas geser=217036.8N=21.70368t> 10.92 t Ok!

&R&"Stylus BT,Roman"&9Gudang olie PH/Jln-betonf 6-200Pasir urug t.5cm5 cmPasir urug t.5cm12cm40cmGelam f10-600

j-gudangolieGudang olie PH WM-- jalan beton---Tinjauan GeserVu 0,6.Vc : 223.534 KN Ok!Tinjauan Momen LenturBeban Titikditinjau Luas plat A:(L x L)m2=1m2s tanah=Vu/A=56.7KN/m2wu = s tnh*1 m=56.7KN/mMu = 1/2.wu.L2=7.0875KN.mPenulanganMomen ultimit (Mu)=7.0875KNmLebar asumsi=1000mmTebal plat ( h )=200mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mmJarak tulangan ( s )=150mmJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=50mmd'=150mmBetha=0.85fEs=200000Mpaa = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=26.2872826559KNmMkap = 0,8.Mkap.ult=21.030KNm> Mu = 7.09 KNm Ok!Beban berjalan0.625jarak gandar depan-belakang=2m1.753mjarak roda kanan-kiri=1.75mbeban roda kendaraan=5.67t0.625lebar rencana=3m2mpanjang tiap pias jalan=4m4 mditinjau luasan 3 x 4 m2beban merata akibat beban titik12qm=3.78t/m2M=1.89t.m12-150212PenulanganMomen ultimit (Mu)=18.9KNm20 cmLebar asumsi=1000mm412Tebal plat ( h )=200mm20 cmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mm3mJarak tulangan ( s )=150mmJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=50mmd'=150mmBetha=0.85Es=200000a = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=26.2872826559KNmMkap = 0,8.Mkap.ult=21.030KNm> Mu = 18.9 KNm Ok!Tinjauan Daya dukung TanahHasil Penyelidikan TanahOleh Pt. Ketira Engineering ConsultantsJenis Tanah asli : silty clay very softg(Wet density)=1.363t/m2f(angle of internal friction)=5oc(cohesion)=0.06kg/cm2t(timbunan tanah merah)=110cmAnalisa Terzaghiqult = 1,3.c.Nc.+q.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai :f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.6Ng=00.5Untuk sudut geser (f)=5oNc=7.3Nq=1.6Ng=0.5qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng=0.599kg/cm2SF ( safety factor)=3qa tanah asli = qult/SF=0.200kg/cm2=19.96136KN/M2s terjadi tanah merah = Pt/A=0.6kg/cm2=56.7KN/M2s terjadi tanah asli (metoda 1:2)=0.1285714286kg/cm2< qa : 0.2 kg/cm2 Ok!Tinjauan Tebal PerkerasanP=11.34tfaktor kepadatan lalulintas (g)lalu lintas jarang (g)=1.25Tanah aslis dukung=0.200kg/cm2tebal tanah merahh = sqrt(P/(2.p.s))=95.0870840587cm < H lap = 110 cm Ok!Tanah Merah Padat56789101112CBR (asumsi)tebal perkerasan (cm)h = sqrt(g.P/(1,6.p.CBR))23.754818485421.685083223120.076485913218.779832954417.705796308816.797193236916.015495355715.3336693977h = 16.sqrt(P/CBR)24.095808764221.996363335820.364675298219.049409439717.959955456517.038309775316.245390954815.5537776762Asumsi CBR Timbunan Tanah Merah Padat=10%Tebal Plat Beton=12cmtinjauan expantion jointgaya geser 2 kendaraan=22.68tVu=37800N/m'tul=12mmmutu baja=240MpaAst=Vu/(0,6.fy)=262.5mm2As=1/4.phi.d^2=113.04mm2n = Ast/As=2.3221868365bh/m'diambil jarak maksimum tulangan=300mmjadi digunakan tulangan expantion=dia.12 - 300 mmpanjang tulangan =2.(30.d)=720mmKapasitas geser=325555.2N=32.55552t> 22.68 t Ok!

&R&"Stylus BT,Roman"&9Gudang olie PH/Jln-betonf 6-200Pasir urug t.5cm5 cmPasir urug t.5cm12cm40cm

BPU (2)Jalan Beton BPU-- Beban Fork Lift---Tinjauan GeserVu 0,6.Vc : 104.521 KN Ok!Tinjauan Momen LenturBeban Titikditinjau Luas plat A:(L x L)m2=1m2s tanah=Vu/A=51.2518867925KN/m2wu = s tnh*1 m=51.2518867925KN/mMu = 1/2.wu.L2=6.4064858491KN.mPenulanganMomen ultimit (Mu)=6.4064858491KNmLebar asumsi=1000mmTebal plat ( h )=120mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=10mmJarak tulangan ( s )=200mmJumlah tulangan (n)=5bhLuas tul tarik ( Ast)=392.69908175mm2ds=40mmd'=80mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=4.9279884769mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=7.3075963836KNmMkap = 0,8.Mkap.ult=5.846KNm< Mu = 6.41 KNm NO!Beban berjalan0.77jarak gandar depan-belakang=1.6m0.962.5mjarak roda kanan-kiri=0.96mbeban roda kendaraan=5.1251886792t0.77lebar rencana=2.5m1.6mpanjang tiap pias jalan=3m3 mditinjau luasan 2.5 x 3 m2beban merata akibat beban titik10qm=2.7334339623t/m2M=0.8746988679t.m10-20028PenulanganMomen ultimit (Mu)=8.7469886792KNm12cmLebar asumsi=1000mm48Tebal plat ( h )=120mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=10mmJarak tulangan ( s )=150mm2.5mJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=523.5987756667mm2ds=40mmd'=80mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=6.5706513025mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=9.6402502955KNmMkap = 0,8.Mkap.ult=7.712KNm< Mu = 8.75 KNm NO!Tinjauan Daya dukung Tanahg(Wet density)=1.279t/m2 =0.1279kg/cm2f(angle of internal friction)=4oc(cohesion)=0.06kg/cm2df0Analisa Terzaghiqult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai :f,Nc,Nq,Ngf=05Nc=5.717.32Nq=11.6Ng=00.5Untuk sudut geser (f)=4oNc=6.998Nq=1.48Ng=0.4qult = 1,3.c.Nc.+g.df.Nq+0,4.g.B.Ng=0.566kg/cm2SF ( safety factor)=2.5qa tanah asli = qult/SF=0.227kg/cm2=22.65232KN/M2Daya dukung gelamf10-600=0.025kg/cm2s terjadi tanah timbunan = Pt/A=0.5kg/cm2=51.2518867925KN/M2s terjadi tanah asli (metoda 1:2)=0.5125188679kg/cm20.29Daya dukung gelam totalf10-600=0.286kg/cm211.439826717Rencana jumlah gelam=11bh/m2s total=0.513> qa : 0.513 kg/cm2 Ok!tinjauan expantion jointgaya geser 2 kendaraan=10.92tVu=18200N/m'tul=8mmmutu baja=240MpaAst=Vu/(0,6.fy)=126.3888888889mm2As=1/4.phi.d^2=50.24mm2n = Ast/As=2.5157024062bh/m'diambil jarak maksimum tulangan=200mmjadi digunakan tulangan expantion=dia.8 - 200 mmpanjang tulangan =2.(30.d)=480mmKapasitas geser=217036.8N=21.70368t> 10.92 t Ok!

&R&"Stylus BT,Roman"&9Gudang olie PH/Jln-beton5 cmf 6-200Pasir urug t.5cmPasir urug t.5cm12cm40cmGelam f10-600

plat blkPelat lantai BLKdistribusi bebanbebantotaldepan%belakang0380014400.378947368423600.6210526316data1001600.81600.82001761.6beban gandar depan (truk)=10ton3001922.4fc' mutu beton=22.5Mpa4002083.2tebal plat=15cm5002244diameter tulangan=12mm6002404.8mutu baja tulangan=240Mpa7002565.6jarak tulangan=150cm8002726.4tinggi decking=40mm9002887.2jarak gandar depan-belakang=4m10003048jarak roda kanan-kiri=1.75m11003208.8lebar roda=20cm12003369.6panjang tapak=12.5cm13003530.4lebar pias lantai=6.1m14003691.2panjang pias lantai=6.7m1500385216004012.8hasil analisa17004173.6cek kapasitas geser> 0,6.Vc : 144.526 Ok!18004334.4cek kapasitas lentur> Mu = 6.25 KNm Ok!19004495.2daya dukung tanah1.5109578667t/m22000465621004816.8analisa22004977.6Tinjauan Geser23005138.4Vu Vu : 50 KN Ok!1/3.sqrt(fc').bo.d=296.4635306408KN > 0,6.Vc : 144.526 KN Ok!> 0,6.Vc : 144.526 Ok!Tinjauan Momen LenturBeban Titikditinjau Luas plat A:(L x L)m2=3.0625m2s tanah=Vu/A=16.3265306122KN/m2wu = s tnh*1 m=16.3265306122KN/mMu = 1/2.wu.L2=6.25KN.mPenulanganMomen ultimit (Mu)=6.25KNmLebar asumsi=1000mmTebal plat ( h )=100mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mmJarak tulangan ( s )=150mmJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=40mmd'=60mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=10.0012663375KNmMkap = 0,8.Mkap.ult=8.001KNm> Mu = 6.25 KNm Ok!Tinjauan Daya dukung TanahHasil Penyelidikan TanahJenis Tanah asli : silty clay very softg(Wet density)=1.526t/m3----->masih asumsif(angle of internal friction)=3oc(cohesion)=0.05kg/cm2t(timbunan tanah merah)=100cmAnalisa Terzaghiqult = 1,3.c.Nc.+q.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai :f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.6Ng=00.5Untuk sudut geser (f)=3oNc=6.66Nq=1.36Ng=0.3qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng=0.453kg/cm2SF ( safety factor)=3qa tanah asli = qult/SF=0.151kg/cm2=15.1095786667KN/M2s terjadi tanah merah = Pt/A=0.5kg/cm2=50KN/M2s terjadi tanah asli (metoda 1:2)=0.125kg/cm2< qa : 0.151 kg/cm2 Ok!

&R&A &F

blk2Dermaga BLK-- jalan beton---Tinjauan GeserVu 0,6.Vc : 80.935 KN Ok!Tinjauan Momen LenturBeban Titikditinjau Luas plat A:(L x L)m2=1m2s tanah=Vu/A=60KN/m2wu = s tnh*1 m=60KN/mMu = 1/2.wu.L2=7.5KN.mPenulanganMomen ultimit (Mu)=7.5KNmLebar asumsi=1000mmTebal plat ( h )=175mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mmJarak tulangan ( s )=150mmJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=50mmd'=125mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=21.7633892341KNmMkap = 0,8.Mkap.ult=17.411KNm> Mu = 7.5 KNm Ok!Beban berjalanjarak gandar depan-belakang=4mjarak roda kanan-kiri=1.75mbeban roda kendaraan=6tlebar rencana=6mpanjang tiap pias jalan=10mditinjau luasan 6 x 10 m2beban merata akibat beban titikqm=0.8t/m2M=1.6t.mPenulanganMomen ultimit (Mu)=16KNmLebar asumsi=1000mmTebal plat ( h )=175mmMutu beton (fc')=22.5MpaMutu baja (fy)=240MpaDiameter tulangan=12mmJarak tulangan ( s )=150mm10 mJumlah tulangan (n)=6.6666666667bhLuas tul tarik ( Ast)=753.98223696mm2ds=45mmd'=130mmBetha=0.85Es=200000Mpaa = As.fy/(0,85.fc'.b)=9.4617378756mmMkap.ultimit =Ts.(d'-a/2)Mkap.ultimit =As.fy.(d'-a/2)=22.6681679185KNmMkap = 0,8.Mkap.ult=18.135KNm> Mu = 16 KNm Ok!Tinjauan Daya dukung TanahHasil Penyelidikan TanahOleh Pt. Ketira Engineering ConsultantsJenis Tanah asli : silty clay very softg(Wet density)=1.526t/m3f(angle of internal friction)=3oc(cohesion)=0.05kg/cm2t(timbunan tanah merah)=115cmAnalisa Terzaghiqult = 1,3.c.Nc.+q.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai :f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.6Ng=00.5Untuk sudut geser (f)=3oNc=6.66Nq=1.36Ng=0.3qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng=0.453kg/cm2SF ( safety factor)=3qa tanah asli = qult/SF=0.151kg/cm2=15.1095786667KN/M2s terjadi tanah merah = Pt/A=0.6kg/cm2=60KN/M2s terjadi tanah asli (metoda 1:2)=0.1297998918kg/cm2< qa : 0.151 kg/cm2 Ok!Tinjauan Tebal PerkerasanP=12tfaktor kepadatan lalulintas (g)lalu lintas jarang (g)=1.25Tanah aslis dukung=0.151kg/cm2tebal tanah merahh = sqrt(P/(2.p.s))=112.4280069336cm < H lap = 115 cm Ok!Tanah Merah PadatCBR (asumsi)56789101112tebal perkerasan (cm)h = sqrt(g.P/(1,6.p.CBR))24.436320466922.307206570320.652460212519.318607577318.213757894717.279087909416.474963897915.7735770352h = 16.sqrt(P/CBR)24.787093415722.62741699820.948917462719.595917942318.475208614117.527121840216.711454971716Asumsi CBR Timbunan Tanah Merah Padat=10%Tebal Plat Beton=17.5cmtinjauan expantion jointgaya geser 2 kendaraan=24tVu=40000N/m'tul=12mmmutu baja=240MpaAst=Vu/(0,6.fy)=277.7777777778mm2As=1/4.phi.d^2=113.04mm2n = Ast/As=2.4573405677bh/m'diambil jarak maksimum tulangan=300mmjadi digunakan tulangan expantion=dia.12 - 300 mmpanjang tulangan =2.(30.d)=720mmKapasitas geser=325555.2N=32.55552t> 24 t Ok!

&R&A &F4 m6 m1,751,750,50,50,5