DataDataNcNqNPrice estimates for the coefficient of friction0.005.141.000.00Material Parametersf1.005.381.090.07Masonry on masonry0.60 - 0.752.005.631.200.15Good quality hard rock0.753.005.901.310.24Gravel0.504.006.191.430.34Sand0.405.006.491.570.45Clay0.306.006.811.720.577.007.161.880.718.007.532.060.869.007.922.251.0310.008.352.471.2211.008.802.711.4412.009.282.971.6913.009.813.261.9714.0010.373.592.2915.0010.983.942.6516.0011.634.343.0617.0012.344.773.53Ilustrasi penahan tanah pasangan baut18.0013.105.264.0719.0013.935.804.68Dimensi20.0014.836.405.3921.0015.827.076.20TinggiH =5.00m22.0016.887.827.13Tinggi kakiHt =0.50m23.0018.058.668.20Lebar bawahBt =0.40m24.0019.329.609.44Lebar atasBb =1.8m25.0020.7210.6610.88LebarB =2.20m26.0022.2511.8512.54Tinggi air normalHw1 =3.50m27.0023.9413.2014.47Tinggi air banjirHwf =4.00m28.0025.8014.7216.72Tinggi air tanahHw2 =3.50m29.0027.8616.4419.34Tebal sedimentd =0.30m30.0030.1418.4022.40Unit lengthL =1.00m31.0032.6720.6325.9932.0035.4923.1830.22Parameter33.0038.6426.0935.1934.0042.1629.4441.06Berat jenis pasangan batu gm =22.00kN/m335.0046.1233.3048.03Berat jenis airw =10.00kN/m336.0050.5937.7556.31Berat jenis tanah dasars =18.00kN/m337.0055.6342.9266.19Sudut geser dalam =35.00o38.0061.3548.9378.03KohesiC =3.40kN/m239.0067.8755.9692.25Porositasn =35.00%40.0075.3164.20109.41Pori-porie =0.53841.0083.8673.90130.22Berat jenis tanah sub dasars1 =7.591kN/m342.0093.7185.38155.55Kedalaman pondasiDf =3.00m43.00105.1199.02186.54Nc =46.1244.00118.37115.31224.64Nq =33.3045.00133.88134.88271.76N =48.0346.00152.10158.51330.35Koefisien gesekf =0.7547.00173.64187.21403.35Daya dukung tanah ultimit48.00199.26222.31496.01qu = (C*Nc) + (s1*Df*Nq) + (0.5*s1*B*N) =1316.24kN/m249.00229.93265.51613.16Daya dukung tanah50.00266.89319.07762.89Kondisi normalqa = qu/3 =438.7469975669kN/m2Kondisi gempaqa = qu/2 =658.1204963504kN/m2Koefisien Gempa.Zona GempaDKoefisien zona gempaZ =1.20Koreksi percepatan tanahac =160.00* g *) Untuk Tr 50 tahunFaktor pengaruh tipe tanahV =0.80Faktor keutamaanI =1.00Percepatan gempa rencanaad =153.60cm/s2Koefisien gempaE =0.16Koefisien gempa yang digunakanEe =0.16KemiringanKoefisien =0.00o (Stabilitas) =0.50 =5.71o (Stuktural)U =1.00 =0.00oKh =0.18 =30.00o

PembebananPembebananPembebananPembebananPembebananPembebananKondisi kosongKondisi normalKondisi banjirKondisi gempa (normal)Kondisi gempa (banjir)

Ilustrasi pembebanan

Ilustrasi pembebananIlustrasi pembebananIlustrasi pembebananIlustrasi pembebanan

Koefisien tekanan tanahKoefisien tekanan tanahKoefisien tekanan tanahKoefisien tekanan tanahKoefisien tekanan tanah

AktifPasifAktifPasifAktifPasifAktifAktif =0.00oDengan, =0.00oDengan, =24.23o =10.204o =24.23o =10.204o =30.00oKh =0.18 =30.00oKh =0.18 =0.00omaka, =0.00omaka, =0.00o =0.00o =0.00o =0.00o =0.00o =0.00oKae =0.438Kae =0.438 =0.00o * ( Pada kondisi normal, = ) =0.00o =0.00o =0.00o =0.00o =0.00oPasifPasif =30.00o =0.00o =30.00o =30.00o =30.00o =30.00o =0.00oDengan, =0.00oDengan, =0.00o =0.00o =0.00o =0.00o =0.00o =0.00o =24.23o =10.204o =24.23o =10.204omaka,maka,maka,maka,maka,maka, =30.00oKh =0.18 =30.00oKh =0.18Ka =0.333Kp =0.000Ka =0.333Kp =3.000Ka =0.333Kp =3.000 =0.00omaka, =0.00omaka,Kpe =1.690Kpe =1.690Gaya vertikalGaya vertikalGaya vertikalGaya vertikalGaya vertikalNo.Deskripsi GayaGayaDeskripsi JarakJarakMomenNo.Deskripsi GayaGayaDeskripsi JarakJarakMomenNo.Deskripsi GayaGayaDeskripsi JarakJarakMomenkNmkN.mkNmkN.mkNmkN.mNo.Deskripsi GayaGayaDeskripsi JarakJarakMomenNo.Deskripsi GayaGayaDeskripsi JarakJarakMomen1Berat sendiri1Berat sendiri1Berat sendirikNmkN.mkNmkN.m0.5 * Bb * (H - Ht) * m89.100Bb/30.653.4600.5 * Bb * (H - Ht) * m89.100Bb/30.653.4600.5 * Bb * (H - Ht) * m89.100Bb/30.653.4601Berat sendiri1Berat sendiriBt * H * m44.000Bt/2 + Bb288.000Bt * H * m44.000Bt/2 + Bb288.000Bt * H * m44.000Bt/2 + Bb288.0000.5 * Bb * (H - Ht) * m89.100Bb/30.653.4600.5 * Bb * (H - Ht) * m89.100Bb/30.653.460Bb * Ht * m19.800Bb/20.917.820Bb * Ht * m19.800Bb/20.917.820Bb * Ht * m19.800Bb/20.917.820Bt * H * m44.000Bt/2 + Bb288.000Bt * H * m44.000Bt/2 + Bb288.000Bb * Ht * m19.800Bb/20.917.820Bb * Ht * m19.800Bb/20.917.8202Berat tekanan air2Berat tekanan air1/3 * Bb * (Hw1 - Ht) * w18.0002/3 * Bb1.221.6001/3 * Bb * (Hwf - Ht) * w21.0001/3 * Bb0.612.6002Berat tekanan air2Berat tekanan airGaya horizontalB * Hw1 * w77.000Hw1/21.75134.750B * Hwf * w88.000Hwf/22176.0001/3 * Bb * (Hwf - Ht) * w21.0001/3 * Bb0.612.6001/3 * Bb * (Hwf - Ht) * w21.0001/3 * Bb0.612.6003Berat pasif3Berat pasifB * Hw1 * w77.000Hw1/21.75134.750B * Hwf * w88.000Hwf/22176.000No.Deskripsi GayaGayaDeskripsi JarakJarakMomenHw1 * B-7.7(B * 2)/31.467-11.293Hw1 * B-7.7(B * 2)/31.467-11.2933Berat pasif3Berat pasifkNmkN.mHw2 * B-7.7(B * 1)/30.733-5.647Hw2 * B-7.7(B * 1)/30.733-5.647Hw1 * B-7.7(B * 2)/31.467-11.293Hwf * B-8.8(B * 2)/31.467-12.9071Berat surchargeHw2 * B-7.7(B * 1)/30.733-5.647Hw2 * B-7.7(B * 1)/30.733-5.647ka * B * H * q3.667H/22.59.167Gaya horizontalGaya horizontal2Berat tekanan tanahGaya horizontalGaya horizontalka * 0.5 * B * H * s13.917H/31.66723.195No.Deskripsi GayaGayaDeskripsi JarakJarakMomenNo.Deskripsi GayaGayaDeskripsi JarakJarakMomenkNmkN.mkNmkN.mNo.Deskripsi GayaGayaDeskripsi JarakJarakMomenNo.Deskripsi GayaGayaDeskripsi JarakJarakMomen1Berat tambahan (surcharge)1Berat tambahan (surcharge)kNmkN.mkNmkN.mka * H * q16.667H/22.541.667ka * H * q16.667H/22.541.6671Berat tambahan (surcharge)1Berat tambahan (surcharge)kae * H * q21.910H/22.554.776kae * H * q21.910H/22.554.7762Berat tekanan tanah2Berat tekanan tanahka * 0.5 * B * (H - Hw2) * s9.900H/31.66716.500ka * 0.5 * B * (H - Hw2) * s9.900H/31.66716.5002Berat tekanan tanah2Berat tekanan tanahka * 0.5 * B * Hw2 * s19.742H/31.66716.237ka * 0.5 * B * Hw2 * s19.742H/31.66716.237kae * 0.5 * B * (H - Hw2) * s13.015H/31.66721.691kae * 0.5 * B * (H - Hw2) * s13.015H/31.66721.691kae * 0.5 * B * Hw2 * s112.807H/31.66721.345kae * 0.5 * B * Hw2 * s112.807H/31.66721.3453Berat tekanan air3Berat tekanan air0.5 * B * Hw2 * w38.5Hw2/31.16744.9170.5 * B * Hw2 * w38.5Hw2/31.16744.9173Berat tekanan air3Berat tekanan air0.5 * B * Hw1 * w-38.5Hw1/31.17-44.9170.5 * B * Hwf * w-44Hwf/31.33-58.6670.5 * B * Hw2 * w38.5Hw2/31.16744.9170.5 * B * Hw2 * w38.5Hw2/31.16744.9170.5 * B * Hw1 * w-38.5Hw1/31.17-44.9170.5 * B * Hwf * w-44Hwf/31.33-58.6674Berat pasif4Berat pasifkp * B * 0.5Ht * s112.526Ht/30.1672.088kp * B * 0.5Ht * s112.526Ht/30.1672.0884Berat pasif4Berat pasifkpe * B * 0.5Ht * s17.057Ht/30.1671.176kpe * B * 0.5Ht * s17.057Ht/30.1671.176

Cos2(-)0.750Sin(+)0.500Cos2(-)1.000Sin(+)0.00Stability analisisCos21.000Sin(-)0.500Cos21.000Sin(-)0.00Sin(+)0.177Cos(+)1.000Cos(-)1.000Cos(+)1.000Cos(-)1.00Sin()0.5Cos2(+)1.000Cos2(+)1Sin()0.35420.73Sin(+-)0.514Cos(+-)0.858Tan()0.45008756570.3331.000Cos2(--)0.885Sin(+)0.811Cos2(+)0.750Sin(+)0.500cos 0.984Sin(--)0.339Cos21.000Sin(-)0.500Cos21.000Cos (++)0.825Cos(-)1.000Cos(-)1.000Cos(++)0.825Cos(-)1.000Cos2(-)1.0000.438

3.000Cos2(-+)0.885Sin(-)0.101cos 0.984Sin(+-)0.646Cos21.000Cos (+-)0.970Cos(+-)0.970Cos(-)1.000

1.690

StabilitasAnalisa StabilitasAnalisa StabilitasAnalisa StabilitasAnalisa StabilitasAnalisa StabilitasKondisi konstruksiKondisi normalKondisi banjirKondisi gempa (normal)Kondisi gempa (banjir)PembebananPembebananPembebananPembebananPembebananGaya vertikalVv =152.900kNGaya vertikal,Vv =232.500kNGaya vertikal,Vv =246.500kNGaya vertikal,Vv =235.500kNGaya vertikal,Vv =245.400kNMomen vertikalMv =159.280kNmMomen vertikal,Mv =298.690kNmMomen vertikal,Mv =330.940kNmMomen vertikal,Mv =289.690kNmMomen vertikal,Mv =329.327kNmGaya horisontalVh =17.584kNGaya horisontal,Vh =48.834kNGaya horisontal,Vh =43.334kNGaya horisontal,Vh =54.789kNGaya horisontal,Vh =49.289kNMomen horisontalMh =32.362kNmMomen horisontal,Mh =76.491kNmMomen horisontal,Mh =62.741kNmMomen horisontal,Mh =98.989kNmMomen horisontal,Mh =85.239kNmMomen lateralMo = Mv - Mh =126.918kNmMomen lateral,Mo = Mv - Mh =222.199kNmMomen lateral,Mo = Mv - Mh =268.199kNmMomen lateral,Mo = Mv - Mh =190.701kNmMomen lateral,Mo = Mv - Mh =244.088kNmJarak horisontalH = Mh / Vh =1.840mJarak horisontal,H = Mh / Vh =1.566mJarak horisontal,H = Mh / Vh =1.448mJarak horisontal,H = Mh / Vh =1.807mJarak horisontal,H = Mh / Vh =1.729mJarak vertikalV = Mv / Vv =1.042mJarak vertikal,V = Mv / Vv =1.285mJarak vertikal,V = Mv / Vv =1.343mJarak vertikal,V = Mv / Vv =1.230mJarak vertikal,V = Mv / Vv =1.342m

EksentrisitasEksentrisitasEksentrisitasEksentrisitasEksentrisitasPanjang lengan pondasiB =2.20mPanjang lengan pondasi, B =2.20mPanjang lengan pondasi, B =2.20mPanjang lengan pondasi, B =2.20mPanjang lengan pondasi, B =2.20mEksentrisitase = (B/2) - (Mo/Vv) =0.270mEksentrisitas, e = (B/2) - (Mo/Vv) =0.144mEksentrisitas, e = (B/2) - (Mo/Vv) =0.012mEksentrisitas, e = (B/2) - (Mo/Vv) =0.290mEksentrisitas, e = (B/2) - (Mo/Vv) =0.105mSyarat :Syarat :Syarat :Syarat :Syarat :e2.000OK!Faktor keamanan terhadap geserFaktor keamanan terhadap geserFaktor keamanan terhadap geserFaktor keamanan terhadap geserFaktor keamanan terhadap geserGaya vertikalVv =152.900kNGaya vertikal,Vv =232.500kNGaya vertikal,Vv =246.500kNGaya vertikal,Vv =235.500kNGaya vertikal,Vv =245.400kNGaya horisontalVh =17.584kNGaya horisontal,Vh =48.834kNGaya horisontal,Vh =43.334kNGaya horisontal,Vh =54.789kNGaya horisontal,Vh =49.289kNPanjang lengan pondasiB =2.20mPanjang lengan pondasi, B =2.20mPanjang lengan pondasi, B =2.20mPanjang lengan pondasi, B =2.20mPanjang lengan pondasi, B =2.20mSudut geser dalam =35.00oSudut geser dalam, =35.00oSudut geser dalam, =35.00oSudut geser dalam, =35.00oSudut geser dalam, =35.00oKohesiC =3.40Kohesi, C =3.40Kohesi, C =3.40Kohesi, C =3.40Kohesi, C =3.40Faktor keamananSF = ((Vv * Tan + C) * B) / Vh =6.514Faktor keamanan,SF = ((Vv * Tan + C) * L) / Vh =3.487Faktor keamanan,SF = ((Vv * Tan + C) * L) / Vh =4.156Faktor keamanan,SF = ((Vv * Tan + C) * L) / Vh =3.638Faktor keamanan,SF = ((Vv * Tan + C) * L) / Vh =3.638

Syarat :Syarat :Syarat :Syarat :Syarat :SF>2SF>2SF>2SF>2SF>26.514>2.000OK!3.487>2.000OK!4.156>2.000OK!3.638>2.000OK!3.638>2.000OK!Faktor keamanan terhadap daya dukung tanahFaktor keamanan terhadap daya dukung tanahFaktor keamanan terhadap daya dukung tanahFaktor keamanan terhadap daya dukung tanahFaktor keamanan terhadap daya dukung tanahDaya dukung tanah minimumqmin = (Vv/B) * (1-((6*e)/B)) =18.336kN/m2Daya dukung tanah minimum,qmin = (Vv/L) * (1-((6*e)/L)) =64.090kN/m2Daya dukung tanah minimum,qmin = (Vv/L) * (1-((6*e)/L)) =108.387kN/m2Daya dukung tanah minimum,qmin = (Vv/L) * (1-((6*e)/L)) =22.316kN/m2Daya dukung tanah minimum,qmin = (Vv/L) * (1-((6*e)/L)) =79.498kN/m2Daya dukung tanah maksimumqmax = (Vv/B) * (1+((6*e)/B)) =120.664kN/m2Daya dukung tanah maksimum,qmax = (Vv/L) * (1+((6*e)/L)) =147.274kN/m2Daya dukung tanah maksimum,qmax = (Vv/L) * (1+((6*e)/L)) =115.704kN/m2Daya dukung tanah maksimum,qmax = (Vv/L) * (1+((6*e)/L)) =191.775kN/m2Daya dukung tanah maksimum,qmax = (Vv/L) * (1+((6*e)/L)) =143.593kN/m2Daya dukung tanah ultimitqu =487.36kN/m2Daya dukung tanah ultimit,qu =487.361kN/m2Daya dukung tanah ultimit,qu =487.361kN/m2Daya dukung tanah ultimit,qu =487.361kN/m2Daya dukung tanah ultimit,qu =487.361kN/m2Faktor keamananSF = qu/qmin,max =26.58Faktor keamanan,SF = qu/qmin,max =7.60Faktor keamanan,SF = qu/qmin,max =4.50Faktor keamanan,SF = qu/qmin,max =21.84Faktor keamanan,SF = qu/qmin,max =6.134.0393.3094.2122.5413.394Syarat :Syarat :Syarat :Syarat :Syarat :SF>3SF>3SF>3SF>3SF>3SF>3SF>2.5SF>2.5SF>2.5SF>2.54.039>3.000OK!26.579>3.000OK!3.309>3.000OK!7.604>3.000OK!4.212>3.000OK!4.496>3.000OK!2.541>2.500OK!21.839>2.500OK!3.394>2.500OK!6.131>2.500OK!

ResumeAnalisa StabilitasPenahan Tanah Pasangan BatuProject :Date :Job Number :Client :Design :Review :

Check :Approve :

Ilustrasi penahan tanah pasangan bautDimensi

TinggiH =5.00mTinggi kakiHt =0.50mLebar bawahBt =0.40mLebar atasBb =1.80mLebarB =2.20mTinggi air normalHw1 =3.50mTinggi air banjirHwf =4.00mTinggi air tanahHw2 =3.50mTebal sedimentd =0.30mUnit lengthL =1.00m

Parameter

Berat jenis pasangan batu gm =22.00kN/m3Berat jenis airw =10.00kN/m3Berat jenis tanah dasars =18.00kN/m3Sudut geser dalam =35.00oKohesiC =3.40kN/m2Porositasn =0.35Pori-porie =0.54Berat jenis tanah sub dasars1 =7.59kN/m3Kedalaman pondasiDf =3.00mNc =46.12Nq =33.30N =48.03Koefisien gesekf =0.75Daya dukung tanah ultimit0.00qu = (C*Nc) + (s1*Df*Nq) + (0.5*s1*B*N) =1316.24kN/m2Daya dukung tanah0.00Kondisi normalqa = qu/3 =438.75kN/m2Kondisi gempaqa = qu/2 =658.12kN/m2

Koefisien Gempa.

Zona GempaDKoefisien zona gempaZ =1.20Koreksi percepatan tanahac =160.00* g *) Untuk Tr 50 tahunFaktor pengaruh tipe tanahV =0.80Faktor keutamaanI =1.00Percepatan gempa rencanaad =153.60cm/s2Koefisien gempaE =0.16Koefisien gempa yang digunakanEe =0.16

KemiringanKoefisien

=0.00o (Stabilitas) =0.50 =5.71o (Stuktural)U =1.00 =0.00oKh =0.18 =30.00o

Analisa Stabilitas Penahan TanahKondisiKonstruksiCalc.IjinCekKonstruksiEksentrisitas|e|0.2700.367OK!Stabilitas GulingSF3.6912.000OK!Stabilitas GeserSF6.5142.000OK!Reaksi pada tanah pondasiqmin18.336487.361OK!qmax120.664487.361OK!SFmin26.5793.000OK!SFmax4.0393.000OK!KondisiNormalBanjirCalc.IjinCekCalc.IjinCekNormalEksentrisitas|e|0.1440.367OK!0.0120.367OK!Stabilitas GulingSF2.9292.000OK!3.9562.000OK!Stabilitas GeserSF3.4872.000OK!4.1562.000OK!Reaksi pada tanah pondasiqmin64.0895718968487.3613041363OK!108.387487.361OK!qmax147.2740644668487.3613041363OK!115.704487.361OK!SFmin7.6043.000OK!4.4963.000OK!SFmax3.3093.000OK!4.2123.000OK!GempaEksentrisitas|e|0.2900.367OK!0.1050.367OK!Stabilitas GulingSF2.1952.000OK!2.8982.000OK!Stabilitas GeserSF3.6382.000OK!3.6382.000OK!Reaksi pada tanah pondasiqmin22.316487.361OK!79.498487.361OK!qmax191.775487.361OK!143.593487.361OK!SFmin21.83919141552.500OK!6.13050650182.500OK!SFmax2.54131816862.500OK!3.39404198362.500OK!