Stabilitas DPT KantileverPERHITUNGAN STABILITAS DPT CANTILEVERTinggi =H =2.0m0.2857142857Data Tanahberat isi g1 =18kN/m3g2 =17kN/m3sudut geser f1 =20.00of2 =28okohesi c1 =4kN/m2c2 =7kN/m2sudut lereng a 1 =0.00oa 2 =0ocosf1 =0.940cosf2 =0.883cosa 1 =1.000cosa 2 =1.000Ka =0.490Kp =2.770Dimensi Dinding Cantilevergc =24kN/m3Tinggi miring lerengH1 =0.00mTinggi dindingH2 =2.00mTinggi fondasiH3 =0.50mTinggi timbunan tanahH =2.50mKedalaman galian fondasiD =0.50mTinggi air tanahHw =1.00mTebal dinding atasB1 =0.30mLebar pelat depan (0.15H)B2 =0.40mTebal dinding bawah (0.15H)B3 =0.40mLebar pelat belakang (0.2H)B4 =0.50mLebar Pondasi (B2+B3+B4)B =1.30mPerhitungan Tekanan LateralAktifPa = 1/2 (g1 H Ka - 2 c1 (Ka)1/2) H =20.58kN/mPh = Pa cosa =20.58kN/mPv = Pa sin a =0.00kN/mPasifPp = 1/2 g2 D2 Kp + 2 c2 (Kp)1/2 D =17.54kN/mPw = 1/2 gw Hw2 =0.50kN/mPerhitungan Momen TahanSegmenLuasBeratL MomenMomenNom2kN/mmkN-m10.102.400.471.1220.6014.400.659.3630.6515.600.6510.1441.0018.001.0518.9050.000.001.130.00RekapPv =0.000.500.00Pp =17.540.172.92NoUraianTotal Vertikal SV =50.40kN/m1Parameter DPT KantileverMomen tahan SMt =42.44kN.m/maGuling=2.451> 1.5 --> OKbGeser=1.928> 1.5 --> OKPerhitungan Momen GulingcVolume=1.35m3Ph H/3 =17.15kN.m/mdDimensiPw Hw/3 =0.17kN.m/mB1 ==0.30mMomen guling SMg =17.31kN.m/mB2 ==0.4mB3 ==0.4mPerhitungan Perlawanan GeserB4 ==0.5mk1 = k2 =0.67B ==1.3m(SV tan (k1f2) =17.03kN.m/mH2 ==2mB.(k2c2) =6.07kN.m/mH3 ==0.5mPp =17.54kN.m/meExentrisitas=0.151< B/6 --> OKPerlawanan Geser SPt =40.63kN.m/mTekanan Fondasi pmaks=65.86kN/m20Gaya Geser (Ph + Pw) =21.08kN.m/mTekanan Fondasi pmin=11.68kN/m202PenulanganFaktor Keamanan Guling SMt/Mg =2.45> 1.5 --> OKTulangan BELAKANG" Dinding Bagian BawahFaktor Keamanan Geser =(SPt/SPg) =1.93> 1.5 --> OKDPT aman terhadap geseraMomen=12mm-100CmOKbGeser=10mm-100CmOKJarak x dari fondasi hilir (SMt- SMg)/SV =0.50mTulangan BELAKANG" Dinding Bagian Tengah & Atas Tinggi 1/2 HB/6 =0.22maMomen=12mm-143CmOKEksentrisitas e = B/2 - x =0.151< B/6 --> OKbGeser=10mm-143CmOKTulangan BAWAH" Pelat Fondasi Bagian DepanTekanan Fondasi pmaks (SV/B (1+ 6 e/B) =65.86kN/m2aMomen=16mm-143CmOKTekanan Fondasi pmin (SV/B (1- 6 e/B) =11.68kN/m2bGeser=12mm-125CmOKTulangan ATAS" Pelat Fondasi Bagian BelakangVolume Beton Dinding + Fondasi =1.35m3aMomen=16mm-143CmOKbGeser=12mm-125CmOKPerhitungan "Tulangan BELAKANG" Dinding Bagian Bawah3Analisis Bor pilePenulangan MOMENaDiameter Borpile=0.000.00Momen Guling M =17.31kN.m/mbDalam Pondasi=00lebar penampang b =1,000mmcDaya Dukung Ijin End Bearing (Q)=0.00.0tinggi penampang h =400mmdBeban Tekan (Vertikal)=0.000.00selimut beton =50mmeDaya Dukung 2 Bored Piled=0.000.000tinggi efektif penampang d =350mmfVolume Pondasi=0.00m3Tegangan leleh baja fy =240MpagEff Group Pile=0kN0Tegangan hancur beton fc =20MpaMOMEN ultimit Mu = 1.4 M =24.24kN.m/mrasio tul maks r maks =0.0316rasio tul min r min =0.0029(Tabel Gideon Hal. 50)Mu/(fbd2) = Ru =0.2328Mparasio tul perlu r =0.0010pakai p mintulangan momen perlu As =1,021mmdesain diameter tul momen =12mmjumlah tul n =10buahdesain luas tul momen As =1,131mmOKjarak antar tul =100mmtulangan geser10mm -100mmPenulangan GESERSigma beton fc =20MPatulangan momenSigma geser ijin vc =0.407Mpa --> 1/11 fc12mm -100mmGaya geser ijin =142.30kN --> d.vcGaya horisontal (Ph + Pw) =21.08kNtul geser min 0.0018 Ag =720mmdesain diameter tul geser =10mmjumlah tul geser n =10buahdesain luas tul geser =785mmOKjarak antar tul =100mmPerhitungan "Tulangan BELAKANG" Dinding Bagian Tengah & AtasPerhitungan Tekanan Lateral Tinggi 1/2 HPa = 1/2 (g1 H Ka - 2 c1 (Ka)1/2) H =3.39kN/mPh = Pa cosa =3.39kN/mLengan Momen 0.5H/3 =0.417mPenulangan MOMENMomen Guling M =1.41kN.m/mtulangan geserlebar penampang b =1,000mm10mm -143mmtinggi penampang h =300mmselimut beton =50mmtinggi efektif penampang d =250mmTegangan leleh baja fy =240Mpatulangan momenTegangan hancur beton fc =20Mpa12mm -143mmMOMEN Mu = 1.4 M =1.98kN.m/mrasio tul maks r maks =0.0316rasio tul min r min =0.0029(Tabel Gideon Hal. 50)Mu/(fbd2) = Ru =0.0373Mparasio tul perlu r =0.0002pakai p mintulangan momen perlu As =729mmdesain diameter tul momen =12mmjumlah tul n =7buahdesain luas tul momen As =792mmOKjarak antar tul =143mmPenulangan GESERSigma beton fc =20MPaSigma geser ijin vc =0.407Mpa --> 1/11 fcGaya geser ijin =101.64kN --> d.vcGaya horisontal Ph =3.39kNtul geser min 0.0018 Ag =540mmdesain diameter tul geser =10mmjumlah tul geser n =7buahdesain luas tul geser =550mmOKjarak antar tul =143mmPerhitungan "Tulangan BAWAH" Pelat Fondasi Bagian DepanPenulangan MOMENbeban merata di dasar pelat depan p1 =65.86kN/m2Momen jepit M1 di pelat depan (1/2 p1 B22) =5.27kN.m/mlebar penampang b =1,000mmtulangan momentinggi penampang h =500mm16mm -143mmselimut beton =50mmtinggi efektif penampang d =450mmTegangan leleh baja fy =240MpaTegangan hancur beton fc =20MpaMOMEN Mu = 1.4 M =7.38kN.m/mrasio tul maks r maks =0.0316rasio tul min r min =0.0029(Tabel Gideon Hal. 50)Mu/(fbd2) = Ru =0.0429Mparasio tul perlu r =0.0002pakai p mintulangan momen perlu As =1,313mmtulangan geserdesain diameter tul momen =16mm12mm -125mmjumlah tul n =7buahdesain luas tul momen As =1,407mmOKjarak antar tul =143mmPenulangan GESERSigma beton fc =21MPaSigma geser ijin vc =0.417Mpa --> 1/11 fcGaya geser ijin =99.98kN --> d.vcGaya vertikal (p1 B2) =26.35kNtul geser min 0.0018 Ag =900mmdesain diameter tul geser =12mmjumlah tul geser n =8buahdesain luas tul geser =905mmOKjarak antar tul =125mmPerhitungan "Tulangan ATAS" Pelat Fondasi Bagian BelakangPenulangan MOMENbeban merata di diatas pelat belakang p2 =36.00kN/m2Momen jepit M2 di pelat belakang (1/2 p2 B42) =4.5kN.m/mlebar penampang b =1,000mmtulangan gesertinggi penampang h =500mm12mm -125mmselimut beton =50mmtinggi efektif penampang d =450mmTegangan leleh baja fy =240MpaTegangan hancur beton fc =20MpaMOMEN Mu = 1.4 M =6.30kN.m/mrasio tul maks r maks =0.0316rasio tul min r min =0.0029(Tabel Gideon Hal. 50)Mu/(fbd2) = Ru =0.0366Mparasio tul perlu r =0.0002pakai p mintulangan momen perlu As =1,313mmtulangan momendesain diameter tul momen =16mm16mm -143mmjumlah tul n =7buahdesain luas tul momen As =1,407mmOKjarak antar tul =143mmPenulangan GESERSigma beton fc =21MPaSigma geser ijin vc =0.417Mpa --> 1/11 fcGaya geser ijin =99.98kN --> d.vcGaya vertikal (p2 B4) =18.00kNtul geser min 0.0018 Ag =900mmdesain diameter tul geser =12mmjumlah tul geser n =8buahdesain luas tul geser =905mmOKjarak antar tul =125mm

&RStabilitas DPT Cantilever&C&P12345BPwHwH3H2B4B2B3PpH1B1Paa 1g1HKa - 2c1(Ka)1/2g2.C2.f2a 2Dg1.C1.f1

Stabilitas DPT GravitasiPERENCANAAN DINDING PENAHAN TANAH PASANGAN BATUII.PENDEKATAN & ASUMSIH =2.30mh =2.00mD =0.30mb =0.80mB =1.40md =0.30mg4 =0.30mLebar atas =0.3mBerat Jenis Pas. batu gb:2.20t/m3III.KOEFISIEN TEKANAN TANAH AKTIF & PASIFTanah timbunan : =30derajatd =1.44t/m3sat =1.80t/m3Ca =0.00kg/cm2Tanah dasar dibawah telapak : =30derajatsat =1.80t/m3Cb =0.00kg/cm2 =20derajatTekanan tanah aktifKa =Tg2 (45 - f / 2 )Ka =tan2 (3.14/4)-(/180)x(3.14/2)Ka =0.333Sudut geser dalam f= / 180 x 3.14f=0.5236Tekanan tanah pasifKp =tan2 (3.14/4)+(/180)x(3.14/2)Kp =3.000IV.GAYA-GAYA DINDING LATERALDitinjau per1.00m panjanghg =1.00mTinggi muka air=1.00mKondisi A :h2=1.00mTanah diatas muka air, pada kondisi kering.Pa1 =0.5xh1^2xgdxKa=0.5x1.00x1.44x0.333=0.24tPa2 =h1xgdxKaxh2=1.00x1.44x0.33x1.00=0.48tPa3 =0.5xh2^2xg` = gst-gwxKa=0.5x1.00x0.80x0.333=0.13tTekanan Tanah aktif Total pada dinding permeter :Pa =Pa1+Pa2+Pa3=0.240+0.480+0.133=0.9tKondisi B :Tekanan Air di muka dan belakang dinding sama, jadi saling meniadakanpa =0.5xH^2xgsatxka=0.5x5.29x1.80x0.333=1.59tKondisi CP1=0.24tTekanan pada dinding per meterP2=0.48tpa =1/2 x g x H2 x Ka - 2 x C x KaP3=0.1t=1.270tPa=1.59tTekanan air pada dinding arahnya tegak lurus dindingPah=6.9842582208tPw =0.5xH2xgsatPav=0.434228774t=0.5x5.29x1.80=4.761tPp1=0.243tPah =Pw+PaxCos Pp2=0.000t=4.761+1.270x0.940=6.9842582208tPav =PaxSin =1.270x0.342=0.434228774V.KONTROL STABILITAS GULINGG1 =1.40x0.30x2.20=0.924tG2 =0.30x2.00x2.20=1.320tG3 =0.50x2.00x2.20x0.5=1.100tG4 =0.30x2.00x1.44=0.864tG5 =0.30x2.00x1.44=0.864tG6 =0.30x1.000=0.300t5.372tGayaV (t)H (t)Jarak (m)Mv (tm)Mh (tm)G10.9240.7000.647G21.3200.5000.660G31.1000.8500.935G40.8641.2001.037G50.8641.3001.123G60.3001.2500.375Pa10.2400.3330.080Pa20.4800.5000.240Pa30.1330.3330.044Pa1.5870.6671.058Pah0.667Pav0.4Pp10.2430.1000.024Pp20.0000.1500.000Jumlah5.3722.6834.7771.447Fguling =3.30 1.5(OK)V.KONTROL STABILITAS GESERGaya penggeser adalah (Pa)Pa=1/2 x g x H2 x Ka - 2 x C x Ka=0.960t/m2tahanan geser (GT)=f . VT=2.006tonMaka keamanan geser :SF Geser=Gaya penahan (GT) / Gaya geser (Pa)=2.090> 1.5(OK)Dimana :VT= jumlah gaya vertikal seluruhnya (ton).f= koefisien geser antara pondasi dan tanah dasar 0,6.To= tegangan geser dam utama pada tanah dasar (ton/m2/m)B= lebar dasar pondasi dam utama (m)VI.KONTROL EKSENTRISITASx =0.89me =0.19m1/6 B =0.23me < 1/6 B(OK)VII.KONTROL KAPASITAS DAYA DUKUNG TELAPAKQmax =6.95t/m2(Kontrol)Qmin =0.73t/m2Persamaan Hansen (1970) dan Vesic (1975)Qult = dc. Ic .c. Nc + dq.iq.Df.g.Nq + dy.iy.0.5.B.g.NiDik :Df=1mD / B=1.250mKp=3.00Nq=18.40Nc=30.13Ng=11.20Faktor kemiringan Bebanfaktor kedalaman pondasi1ic =0.375dc =1.402iq =0.431dq =2.883ig =0.294dg =1Penyelesaian :dc. Ic .c. Nc=1.400.375030.13=0dq.iq.Df.g.Nq=2.880.43111.818.40=41.16dg.ig.0.5.B.g.Ng=10.2940.51.811.20=2.97Maka :Qult=dc. Ic .c. Nc + dq.iq.Df.g.Nq+dy.iy.0.5.B.g.NiQult=041.1622.967=44.129Daya Dukung ijinSf=Qult / 3=14.71t/m2Qmax Qijin(OK)Tekanan Tanah Pada Dasar Pondasit 1.2=( VT / B) . ( 1 ( 6.e / B))( t1)=5.3721.40160.1891.40=6.949< q all =14.710ton/m2(OK)( t2 )=0.726>0ton/m2(OK)Dimana :t1 = tekanan tanah normal maksimum (ton/m2).t2 = tekanan tanah normal minimum (ton/m2).V = jumlah gaya vertikal yang bekerja (ton).B = lebar dasar pondasi dam utama ( meter )e = eksentrisitas pembebanan, atau jarak dari pusat sampai titik potong resultant (m)VIII.GAMBAR DESIGN DPT GRAVITASI0.302.002.300.300.300.800.301.40mNoURAIAN1PENDEKATAN & ASUMSITinggi dinding keseluruhanH=2.30mTinggi dinding efektifh=2.00mTebal pondasi telapak (poer)D=0.30mLebar efektif pondasib=0.80mLebar pondasiB=1.40mLebar kaki bagian depand=0.30mLebar kaki bagian belakangg4=0.30mLebar atas=0.30mVolume / m3=1.52m32GAYA-GAYA DINDING LATERALTanah diatas muka air, pada kondisi kering.=0.9tonTekanan Air di muka dan belakang dinding sama, jadi saling meniadakan=1.59tonTekanan pada dinding per meter=1.270ton3STABILITAS DPTKontrol Stabilitas Guling=3.302 1.5(OK)Kontrol Stabilitas Geser=2.090> 1.5(OK)Daya Dukung pondasiQmax ==6.95t/m2Qmin ==0.73t/m2Tekanan Dasar pondasiSF ijin =14.71t/m2( t1)=6.95< q all =14.71ton/m2( t2 )=0.73>0.00ton/m2

h/12 ; Minimal 30 cmLempung 20 s/d 25 derajatTerzagi tidak tepat untuk DPT.Pas. BatuhHg4bdDb +d+g40,30P2P3P1PvPhPwG1G2G3Pp1Pp2G4G5hHg4bdDb +d+g40,30H = 2 mL = 50 m