STABILITASAnalisa stabilitas lerengAnalisa data SPT sampel pendekatan tanah merahkedalaman TebalMaterialdeskripsiN-SPT0 m -2.4 m2.4 mlempung coklatkenyal92.4 m - 4.8 m2.4 mlempung coklat134.8 m - 8 m3.2 mlempung berbatu kenyal438 m - 10 m2 mlempung berbatu 6510 m - 12.8 m10.8 mcadas bebatuan hitamkenyal70hijauSPT=9=2.025 (kohesi c )SPT=13=2.925 (kohesi c )SPT=43=9.675 (kohesi c )SPT=65=14.625 (kohesi c )Lempung coklat=C (kohesi)=2.025KN/m2 (sudut geser)=22.25o(20-25)dry=12.369KN/m3Lempung =C (kohesi)=2.025KN/m2 (sudut geser)=22.25o(20 - 25 )dry=12.224KN/m3Beban yang dipakai dilereng adalah beban pendekatan manusia dipakai=2.000KN/m2ka1=1-sin =0.45069597491+sin ka1=1-sin =0.93174085531+sin PL=qkaH1=2.5238974595KNtekanan tanah horizontalka1=tan245 - 2 =0.45069597492kp1=tan245 + 2 =1.9912kestabilan lereng tanahFs=MrMdMd1=R1 wi sin =13.855112.369sin63=152.6951131974Mr1=Rc + N tan =517.5155441668Fs1=Mr=517.5155441668=3.3892082944>1.5(aman)SAFETY FACTORMd152.6951131974Md2=R2 wi sin =18.06512.369sin71=211.2723294606Mr2=Rc + N tan =980.9438760938Fs2=Mr=980.9438760938=4.6430305313>1.5(aman)SAFETY FACTORMd211.2723294606Md3=R1 wi sin =13.855110.58sin31=75.4978646552Mr3=Rc + N tan =177.9062888284Fs3=Mr=177.9062888284=2.356441333>1.5(aman)SAFETY FACTORMd75.4978646552Md4=R4 wi sin =10.5410.58sin20=38.1397606467Mr4=Rc + N tan =99.881932845Fs4=Mr=99.881932845=2.6188400544>1.5(aman)SAFETY FACTORMd38.1397606467Md10=R4 wi sin =10.5413.853sin13=32.8452429144Mr10=Rc + N tan =197.9478132203Fs10=Mr=197.9478132203=6.0266813595>1.5(aman)SAFETY FACTORMd32.8452429144analisa bangunan dinding penahanCross Section Sta 0 + 8002.5 m5 m7.5 m2.4 m3 mph4.8 mG2G1pa18 m9 m10 mpp1AG3G42.5 m-Kondisi tanah mungkin longsor lempung perhitungan tekanan tanahlempung 1=1700kg/m3c1=2.025kg/m2h=12mTekanan tanah aktifa1=1x h1 x ka1 - 2c1ka1=10.9519121902-2.7189227147=8.2329894755kg/m2Tekanan tanah pasifp1=1x h4 x kp1 + 2c1kp1=1692.35+5.7146633759=1698.0646633759kg/m2Gaya akibat tekanan tanah aktifPa1=1xa1x h1=49.397936853kg/m2Gaya akibat tekanan tanah pasifPp1=1xp1x h2=424.516165844kg/m2ph=qH2-190ph=besarnya beban lajurq=beban merata1=tan1 (b'/h)=6.75332621352=tan1(a'+b'/h)=9.0949323286ph=200129.0949323286-6.753326213590=62.4428297367kg/mR=a+b'90-2=155.4186349968=b'290-1=168.0950968234z=H-H22-1+R--5.73a'H2H2-1=12-320.443653751556.198546763=6.2980081833mMomen akibat gaya berat terhadap titik AindexLuasBerat volumeBeratLengan momenMomen(m)kg/m3(kg)(m)kgmG10.75220016509.2515262.5G22.522005500527500G32.25220049501.758662.5G40.2522005500.5275G12650Mw51700Momen akibat tekanan tanah terhadap titik AIndexPLengan momenMomenkg/mmkgmPa149.3979368534197.5917474118Ph62.44282973676374.6569784201Pp1424.5161658440.5212.258082922Pa111.8407665896MP784.5068087539Pp424.5161658441Kontrol stabilitas terhadap geserSF=Gtan +BC +Pp1.5Pa=5175.2516380605+3.54375+424.5161658441.5111.8407665896=50.10079709541.5( aman )SAFETY FACTOR2Kontrol stabilitas terhadap gulingSF=Mw1.5MP=517001.5784.5068087539=65.90127634731.5( aman )SAFETY FACTOR

STABILLITY OKEPERHITUNGAN STABILITAS LERENG PADA TALUD KRITIS ( H = 15 M)Analisa stabilitas lereng segmen 8 talud kanan (kritis)Analisa data SPT hasil sondirkedalaman TebalMaterialdeskripsiN-SPT0 m -2.4 m2.4 mlempung coklatkenyal92.4 m - 4.8 m2.4 mlempung coklat134.8 m - 8 m3.2 mlempung berbatu kenyal438 m - 10 m2 mlempung berbatu 6510 m - 12.8 m10.8 mcadas bebatuan hitamkenyal70hijauSPT=9=2.025 (kohesi c )SPT=13=2.925 (kohesi c )SPT=43=9.675 (kohesi c )SPT=70=15.75 (kohesi c )Cadas berbatu=C (kohesi)=15.75KN/m2 (sudut geser)=22.25o(20-25)dry=12.369KN/m3Lempung =C (kohesi)=9.675KN/m2 (sudut geser)=22.25o(20 - 25 )dry=12.224KN/m3Beban yang dipakai dilereng adalah beban kendaraan 10 tondipakai=98.060KN/m2ka1=1-sin =0.45069597491+sin ka1=1-sin =0.71224188071+sin PL=qkaH1=123.7466924374KNtekanan tanah horizontalka1=tan245 - 2 =0.45069597492kp1=tan245 + 2 =0.71224188072kestabilan lereng tanahFs=MrMdIrisan longsoran felliniusMd1=R2 wi sin =4212.369sin22.25=196.7071994174Mr2=Rc + N tan =432.1377658793Fs2=Mr=432.1377658793=2.1968579043>2(aman)SAFETY FACTORMd196.7071994174Md3=R3 wi sin =2212.369sin22.3=103.2568512187Mr3=Rc + N tan =226.7614362262Fs3=Mr=226.7614362262=2.1960909475>2(aman)SAFETY FACTORMd103.2568512187Md4=R4 wi sin =6510.58sin22.3=260.9520009081Mr4=Rc + N tan =1108.7269706684Fs4=Mr=1108.7269706684=4.2487774258>2(aman)SAFETY FACTORMd260.9520009081Md5=R4 wi sin =15.046410.58sin10=27.6432117699Mr5=Rc + N tan =193.3294730856Fs5=Mr=193.3294730856=6.9937413458>2(aman)SAFETY FACTORMd27.6432117699analisa bangunan dinding penahan (countering wall analyse)Cross Section Sta 0 + 10014m2G1ph4m2 mG21G34mPa12G4pp14mG52m2mGr 6( without analyse water of soil )-Kondisi tanah mungkin longsor lempung perhitungan tekanan tanahlempung 1=12.369kg/m3c1=15.75kg/m2h=15mTekanan tanah aktifa1=1x h1 x ka1 - 2c1ka1=106.476924071-21.1471766697=85.3297474014kg/m2Tekanan tanah pasifp1=1x h4 x kp1 + 2c1kp1=4.4048599113+26.5842435692=30.9891034805kg/m2Gaya akibat tekanan tanah aktifPa1=1xa1x h1=639.9731055103kg/m2Gaya akibat tekanan tanah pasifPp1=1xp1x h2=7.7472758701kg/m2ph=qH2-190ph=besarnya beban lajurq=beban merata1=tan1 (b'/h)=5.41166990272=tan1(a'+b'/h)=7.2979544222ph=9806157.2979544222-5.411669902790=3082.8176663037kg/mR=a+b'90-2=158.870629555=b'290-1=170.804224254z=H-H22-1+R--5.73a'H2H2-1=15-408.409257179556.5885355838=7.782826893mMomen akibat gaya berat terhadap titik A ( Countering wall )indexLuasBerat volumeBeratLengan momenMomen(m)kg/m3(kg)(m)kgmG1228.1614003194247.52395680G249.281400689920.748294.4G388416Mw2443974.4Momen akibat tekanan tanah terhadap titik A counterig wall )IndexPLengan momenMomenkg/mmkgmPa1639.973105510342559.8924220412Ph3082.8176663037618496.9059978219Pp17.74727587010.53.8736379351Pa3722.7907718139MP21060.6720577981Pp7.74727587011Kontrol stabilitas terhadap geserSF=Gtan +BC +Pp1.5Pa=158905.181047345+0+7.74727587011.53722.7907718139=42.68650538362( aman )SAFETY FACTOR2Kontrol stabilitas terhadap gulingSF=Mw2MP=2443974.41.521060.6720577981=116.04446397972( aman )SAFETY FACTORkestabilan lereng tanah untuk berem jalanFs=MrMdIrisan longsoran felliniusMd2=R2 wi sin =6.871712.369sin19=27.6720095113Mr2=Rc + N tan =62.6898115844Fs2=Mr=62.6898115844=2.2654593104>2(kurang aman)SAFETY FACTORMd27.6720095113perhitungan tekanan tanahlempung 1=1700kg/m3c1=2.025kg/m2h=4mTekanan tanah aktifa1=1x h1 x ka1 - 2c1ka1=3.65-2.7189227147=0.931714682kg/m2Tekanan tanah pasifp1=1x h4 x kp1 + 2c1kp1=605.4055986129+3.4179741732=608.823572786kg/m2Gaya akibat tekanan tanah aktifPa1=1xa1x h1=1.8634293641kg/m2Gaya akibat tekanan tanah pasifPp1=1xp1x h2=152.2058931965kg/m2ph=qH2-190Beban yang dipakai dilereng adalah beban pendekatan manusia dipakai=1020.3KN/m2ph=besarnya beban lajurq=beban merata1=tan1 (b'/h)=19.55758212932=tan1(a'+b'/h)=25.6526463866ph=1020.3425.6526463866-19.557582129390=276.3908471882kg/mR=a+b'90-2=123.6112662914=b'290-1=142.2402183037z=H-H22-1+R--5.73a'H2H2-1=4-74.820911104648.7605140585=2.4655430208mindexLuasBerat volumeBeratLengan momenMomen(m)kg/m3(kg)(m)kgmG11.34122002950.212950.2G3113.997800433Mw2955.93IndexPLengan momenMomenkg/mmkgmPa11.86342936411.3332.4839513423Ph276.39084718823829.1725415645Pp100.50Pa278.2542765523MP831.6564929068Pp01Kontrol stabilitas terhadap geserSF=Gtan +BC +Pp1.5Pa=3113.997800433+0+01.5278.2542765523=11.19119475542( aman )SAFETY FACTOR2Kontrol stabilitas terhadap gulingSF=Mw2MP=2955.931.5831.6564929068=3.55426792822( aman )SAFETY FACTOR* untuk kestabilan lereng berem pasangan batu yang dipakai dimensi lebih besar untuk meninggikan FsAnalisa stabilitas lereng sta 0 + 120Analisa data SPT hasil sondirkedalaman TebalMaterialdeskripsiN-SPT0 m -2.4 m2.4 mlempung coklatkenyal92.4 m - 4.8 m2.4 mlempung coklat134.8 m - 8 m3.2 mlempung berbatu kenyal438 m - 10 m2 mlempung berbatu 6510 m - 12.8 m10.8 mcadas bebatuan hitamkenyal70hijauSPT=9=2.025 (kohesi c )SPT=13=2.925 (kohesi c )SPT=43=9.675 (kohesi c )SPT=65=14.625 (kohesi c )Lempung coklat=C (kohesi)=2.025KN/m2 (sudut geser)=22.25o(20-25)dry=12.369KN/m3Lempung =C (kohesi)=2.025KN/m2 (sudut geser)=22.25o(20 - 25 )dry=12.224KN/m3Beban yang dipakai dilereng adalah beban pendekatan manusia dipakai=2.000KN/m2ka1=1-sin =0.45069597491+sin ka1=1-sin =0.93174085531+sin PL=qkaH1=2.5238974595KNtekanan tanah horizontalka1=tan245 - 2 =0.45069597492kp1=tan245 + 2 =1.9912kestabilan lereng tanahFs=MrMdIrisan longsoran felliniusMd2=R2 wi sin =14.717912.369sin36=107.003780701Mr2=Rc + N tan =235.5271024127Fs2=Mr=235.5271024127=2.2011100998>2(kurang aman)SAFETY FACTORMd107.003780701Md3=R3 wi sin =14.91512.369sin30=92.2418175Mr3=Rc + N tan =198.6276017693Fs3=Mr=198.6276017693=2.1533357338>2(kurang aman)SAFETY FACTORMd92.2418175Md4=R4 wi sin =15.046410.58sin20=54.4464985384Mr4=Rc + N tan =244.1498711915Fs4=Mr=244.1498711915=4.4842162076>2(aman)SAFETY FACTORMd54.4464985384Md5=R4 wi sin =15.046410.58sin10=27.6432117699Mr5=Rc + N tan =193.3294730856Fs5=Mr=193.3294730856=6.9937413458>2(aman)SAFETY FACTORMd27.6432117699analisa bangunan dinding penahan (countering wall analyse)Cross Section Sta 0 + 12014m2G1ph4m2 mG21G34mPa12G4pp14mG52m2mGr 6( without analyse water of soil )-Kondisi tanah mungkin longsor lempung perhitungan tekanan tanahlempung 1=1700kg/m3c1=2.025kg/m2h=12mTekanan tanah aktifa1=1x h1 x ka1 - 2c1ka1=10.9519121902-2.7189227147=8.2329894755kg/m2Tekanan tanah pasifp1=1x h4 x kp1 + 2c1kp1=1692.35+5.7146633759=1698.0646633759kg/m2Gaya akibat tekanan tanah aktifPa1=1xa1x h1=49.397936853kg/m2Gaya akibat tekanan tanah pasifPp1=1xp1x h2=424.516165844kg/m2ph=qH2-190ph=besarnya beban lajurq=beban merata1=tan1 (b'/h)=6.75332621352=tan1(a'+b'/h)=9.0949323286ph=200129.0949323286-6.753326213590=62.4428297367kg/mR=a+b'90-2=155.4186349968=b'290-1=168.0950968234z=H-H22-1+R--5.73a'H2H2-1=12-320.443653751556.198546763=6.2980081833mMomen akibat gaya berat terhadap titik A ( Countering wall )indexLuasBerat volumeBeratLengan momenMomen(m)kg/m3(kg)(m)kgmG11.117522002458.5922126.5G20.52200110077700G31.117522002458.5512292.5G40.52200110033300G50.2522005501550G7667Mw45969Momen akibat tekanan tanah terhadap titik A counterig wall )IndexPLengan momenMomenkg/mmkgmPa149.3979368534197.5917474118Ph62.44282973676374.6569784201Pp1424.5161658440.5212.258082922Pa111.8407665896MP784.5068087539Pp424.5161658441Kontrol stabilitas terhadap geserSF=Gtan +BC +Pp1.5Pa=3136.6525145463+10.125+424.5161658441.5111.8407665896=31.93194922832( aman )SAFETY FACTOR2Kontrol stabilitas terhadap gulingSF=Mw2MP=459691.5784.5068087539=58.59604975642( aman )SAFETY FACTOR( without analyse water of soil )kestabilan lereng tanah untuk berem jalanFs=MrMdIrisan longsoran felliniusMd2=R2 wi sin =6.871712.369sin19=27.6720095113Mr2=Rc + N tan =62.6898115844Fs2=Mr=62.6898115844=2.2654593104>2(kurang aman)SAFETY FACTORMd27.6720095113perhitungan tekanan tanahlempung 1=1700kg/m3c1=2.025kg/m2h=4mTekanan tanah aktifa1=1x h1 x ka1 - 2c1ka1=3.65-2.7189227147=0.931714682kg/m2Tekanan tanah pasifp1=1x h4 x kp1 + 2c1kp1=1692.35+5.7146633759=1698.0646633759kg/m2Gaya akibat tekanan tanah aktifPa1=1xa1x h1=1.8634293641kg/m2Gaya akibat tekanan tanah pasifPp1=1xp1x h2=424.516165844kg/m2ph=qH2-190Beban yang dipakai dilereng adalah beban pendekatan manusia dipakai=1020.3KN/m2ph=besarnya beban lajurq=beban merata1=tan1 (b'/h)=19.55758212932=tan1(a'+b'/h)=25.6526463866ph=1020.3425.6526463866-19.557582129390=276.3908471882kg/mR=a+b'90-2=123.6112662914=b'290-1=142.2402183037z=H-H22-1+R--5.73a'H2H2-1=4-74.820911104648.7605140585=2.4655430208mindexLuasBerat volumeBeratLengan momenMomen(m)kg/m3(kg)(m)kgmG11.34122002950.212950.2G3113.997800433Mw2955.93IndexPLengan momenMomenkg/mmkgmPa11.86342936411.3332.4839513423Ph276.39084718823829.1725415645Pp110.1250.55.0625Pa278.2542765523MP836.7189929068Pp10.1251Kontrol stabilitas terhadap geserSF=Gtan +BC +Pp1.5Pa=3113.997800433+0+10.1251.5278.2542765523=11.22758233642( aman )SAFETY FACTOR2Kontrol stabilitas terhadap gulingSF=Mw2MP=2955.931.5836.7189929068=3.53276312012( aman )SAFETY FACTOR* untuk kestabilan lereng berem pasangan batu yang dipakai dimensi lebih besar untuk meninggikan FsSta yang perlu diberi countering wall untuk faktor keamanan yang lebih besar yakni :-sta 0 + 100-sta 0 + 120-sta 1 + 630-sta 1 + 620-sta 0 + 090

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