Stabilitas Spillway
15
Perhitungan jalur rembesan dan tekanan tanah pada spillway kondisi banjir Panjang rembesan H P = No. Titik Garis Vertikal Horisontal 1/3 Horis. Lw Lw/Cw (m) (m) (m) (m) (t/m²) (t/m²) (t/m²) Datar 1 A - - - - 0.00 0.00 3.00 3.00 Turun 2 B A - B 1.50 0.00 0.00 1.50 0.38 4.50 4.13 Datar 3 C B - C 0.00 1.00 0.33 1.83 0.46 4.50 4.04 Naik 4 D C - D 0.50 0.50 0.17 2.50 0.63 4.00 3.38 Datar 5 E D - E 0.00 3.00 1.00 3.50 0.88 4.00 3.13 Turun 6 F E - F 0.50 0.00 0.00 4.00 1.00 4.50 3.50 Datar 7 G F - G 0.00 1.50 0.50 4.50 1.13 4.50 3.38 turun 8 H G - H 0.50 0.00 0.00 5.00 1.25 5.00 3.75 Datar 9 I H - I 0.00 1.50 0.50 5.50 1.38 5.00 3.63 Turun 10 J I - J 0.50 0.00 0.00 6.00 1.50 5.50 4.00 Datar 11 K J - K 0.00 1.50 0.50 6.50 1.63 5.50 3.88 Naik 12 L K - L 0.50 0.00 0.00 7.00 1.75 5.00 3.25 Datar 13 M L - M 0.00 4.25 1.42 8.42 2.10 5.00 2.90 turun 14 N M N 0.50 0.00 0.00 8.92 2.23 5.50 3.27 datar 15 O N O 0.00 1.00 0.33 9.25 2.31 5.50 3.19 naik 16 P O P 0.50 0.00 0.00 9.75 2.44 5.00 2.56 Datar 17 Q P Q 0.00 4.25 1.42 11.17 2.79 5.00 2.21 turun 18 R Q R 0.25 0.50 0.17 11.58 2.90 5.25 2.35 turun 19 S R S 0.25 0.25 0.08 11.92 2.98 5.50 2.52 datar 20 T S T 0.00 0.25 0.08 12.00 3.00 5.50 2.50 Naik 21 U T U 2.00 0.00 0.00 14.00 3.50 3.50 0.00 Jumlah 7.50 19.50 6.50 Keterangan : - Muka air hulu = 104.66 - Muka air hilir = 100.00 - Hw = 4.66 - Cw = Lw/Hw = 4.00 - Tinjauan titik = A Lw = 8.42 Cw = (Lw + total (1/3 Hv))/Hw = 1.81 < 6 atau SF = 3.32 - Tinjauan titik = N Lw = 14.00 Cw = (Lv + total (1/3 Hv))/Hw = 3.01 < 6 atau SF = 0.50 DH H - DH
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analisa stabilitas spillway
Transcript of Stabilitas Spillway
Print Rembesan
Perhitungan jalur rembesan dan tekanan tanahpada spillway kondisi banjir
Panjang rembesanDHHP =No.TitikGarisVertikalHorisontal1/3 Horis.LwLw/Cw H - DH(m)(m)(m)(m)(t/m)(t/m)(t/m)
Datar1A----0.000.003.003.00Turun2BA-B1.500.000.001.500.384.504.13Datar3CB-C0.001.000.331.830.464.504.04Naik4DC-D0.500.500.172.500.634.003.38Datar5ED-E0.003.001.003.500.884.003.13Turun6FE-F0.500.000.004.001.004.503.50Datar7GF-G0.001.500.504.501.134.503.38turun8HG-H0.500.000.005.001.255.003.75Datar9IH-I0.001.500.505.501.385.003.63Turun10JI-J0.500.000.006.001.505.504.00Datar11KJ-K0.001.500.506.501.635.503.88Naik12LK-L0.500.000.007.001.755.003.25Datar13ML-M0.004.251.428.422.105.002.90turun14NMN0.500.000.008.922.235.503.27datar15ONO0.001.000.339.252.315.503.19naik16POP0.500.000.009.752.445.002.56Datar17QPQ0.004.251.4211.172.795.002.21turun18RQR0.250.500.1711.582.905.252.35turun19SRS0.250.250.0811.922.985.502.52datar20TST0.000.250.0812.003.005.502.50Naik21UTU2.000.000.0014.003.503.500.00
Jumlah7.5019.506.50
Keterangan :-Muka air hulu=104.66-Muka air hilir=100.00-Hw=4.66-Cw = Lw/Hw=4.00-Tinjauan titik =>ALw=8.42Cw = (Lw + total (1/3 Hv))/Hw=1.81NLw=14.00Cw = (Lv + total (1/3 Hv))/Hw=3.01ALw=8.42Cw = (Lw + total (1/3 Hv))/Hw=4.21NLw=14.00Cw = (Lv + total (1/3 Hv))/Hw=7.00>6atau SF =1.17
-0.62-0.2818181818-0.4227272727
A
Perhitungan Stabilitas Spillwaypada Kondisi Air Banjir
Data-data :-Berat jenis batu kali=2.20t/m =30-Berat jenis tanah. Ka=0.46t/mKa =0.28-Berat jenis tanah. Kp=3.21t/mKp =1.95-Berat jenis air=1.00t/m-Berat jenis beton=2.40t/mI. Gaya berat konstruksi (Vertikal) + gaya gempa (Horisontal)
No.NotasiBentukLebarTinggiGaya NLengan NMomen NLengan GMomen G(m)(m)(ton)(m)(ton m)(m)(ton m)
1P1Kotak1.001.503.300.501.65(0.75)(0.25)0.502P2Kotak0.501.001.101.251.38(0.50)(0.06)1.253P3Segitiga0.500.500.281.670.46(1.17)(0.03)1.674P4Kotak1.003.006.603.0019.80(0.50)(0.33)3.005P5Kotak1.501.504.955.2525.99(0.75)(0.37)5.256P6Segitiga2.001.002.206.3313.930.330.076.337P7Kotak 1.001.001.107.508.250.500.067.508P8Kotak1.502.006.606.7544.55(1.00)(0.66)6.759P9Kotak0.500.750.837.756.39(3.88)(0.32)7.7510P10Kotak0.501.752.108.2517.330.120.038.2511P11Kotak0.250.250.147.631.05(1.25)(0.02)7.6312P12Kotak0.750.500.907.887.09(1.25)(0.11)7.8813P13Kotak0.500.230.288.252.28(1.63)(0.04)8.2514P14Kotak0.501.501.657.7512.79(2.25)(0.37)7.7515P15Kotak0.501.251.388.2511.34(2.63)(0.36)8.2516P16Kotak0.501.501.658.7514.44(1.75)(0.29)8.7517P17Kotak4.251.009.3510.6399.34(1.50)(1.40)10.6318P18Kotak1.001.503.3013.7545.38(1.75)(0.58)13.7519P19Kotak4.251.009.3516.13150.77(1.50)(1.40)16.1320P20Kotak0.751.502.4818.8846.72(1.25)(0.31)18.8821P21Kotak0.750.250.4118.887.79(2.13)(0.09)18.8822P22Segitiga0.380.250.1018.751.93(2.08)(0.02)18.7523P23Kotak0.380.250.2119.063.93(2.13)(0.04)19.06
JUMLAH60.24544.56(30.67)(6.90)
II. Gaya akibat oleh air (Vertikal)
No.NotasiBentukLebarTinggiGayaLenganMomen(m)(m)(ton)(m)(ton m)
1W1Kotak5.003.002.502.506.252W2Kotak2.002.004.006.0024.003W3Segitiga 2.001.001.006.336.334W4Kotak1.502.007.754.9538.365W5Kotak2.401.804.329.3040.186W6Kotak10.001.9019.0013.50256.507W7Kotak0.751.401.0518.8819.82
JUMLAH39.62391.44
II. Gaya akibat oleh air dan tanah (Horisontal)
No.NotasiBentukLebarTinggiGayaLenganMomen(m)(m)(ton)(m)(ton m)
81W8Segitiga4.504.5010.130.000.0092W9Segitiga1.501.500.52(1.00)-0.52103W10Segitiga3.403.405.781.377.90114W11Segitiga2.002.006.431.8311.79
JUMLAH22.8619.17
III. Gaya angkat pondasi/uplift (Vertikal)
No.NotasiBentukLebarTinggiGayaLenganMomen(m)(m)(ton)(m)(ton m)
1U1Kotak1.004.134.13(0.50)(2.07)2U2Kotak0.504.042.02(1.17)(2.36)3U3Kotak3.003.3810.14(3.00)(30.42)4U4Kotak1.503.505.25(5.25)(27.56)5U5Kotak1.503.755.63(6.75)(37.97)6U6Kotak1.504.006.00(8.25)(49.50)7U7Kotak4.253.2513.81(11.62)(160.50)8U8Kotak1.003.273.27(13.75)(44.96)9U9Kotak4.252.5610.88(16.37)(178.11)10U10Kotak0.502.501.25(18.75)(23.44)11U11Segitiga0.502.500.63(19.25)(12.03)
JUMLAH63.00(568.91)
Print Stabil Banjir
Perhitungan stabilitas kondisi air banjir1. Momen akibat berat sendiri
NoNotasiGaya G (ton)X (m)Y (m)M X tmM Y tm1G10.25 x 3.14 x (1.00^2) x 2.20=3.300.50(0.75)1.65-2.482G21.00 x 2.50 x 2.20=1.101.25(0.50)1.38-0.553G30.50 x 0.29 x 0.58 x 2.20=0.281.67(1.17)0.46-0.324G40.50 x 1.41 x 1.00 x 2.20=6.603.00(0.50)19.80-3.305G51.41 x 2.00 x 2.20=4.955.25(0.75)25.99-3.716G60.50 x 2.00 x 2.00 x 2.20=2.206.330.3313.930.737G72.13 x 1.00 x 2.20=1.107.500.508.250.558G80.50 x 1.00 x 1.00 x 2.20=6.606.75(1.00)44.55-6.609G92.13 x 1.00 x 2.20=0.837.75(3.88)6.39-3.2010G100.50 x 0.50 x 0.50 x 2.20=2.108.250.1217.330.2511G110.50 x 0.58 x 1.00 x 2.20=0.147.63(1.25)1.05-0.1712G120.50 x 0.58 x 1.00 x 2.21=0.907.88(1.25)7.09-1.1313G130.50 x 0.58 x 1.00 x 2.22=0.288.25(1.63)2.28-0.4514G140.50 x 0.58 x 1.00 x 2.23=1.657.75(2.25)12.79-3.7115G150.50 x 0.58 x 1.00 x 2.24=1.388.25(2.63)11.34-3.6116G160.50 x 0.58 x 1.00 x 2.25=1.658.75(1.75)14.44-2.8917G170.50 x 0.58 x 1.00 x 2.26=9.3510.63(1.50)99.34-14.0318G180.50 x 0.58 x 1.00 x 2.27=3.3013.75(1.75)45.38-5.7819G190.50 x 0.58 x 1.00 x 2.28=9.3516.13(1.50)150.77-14.0320G200.50 x 0.58 x 1.00 x 2.29=2.4818.88(1.25)46.72-3.0921G210.50 x 0.58 x 1.00 x 2.30=0.4118.88(2.13)7.79-0.8822G220.50 x 0.58 x 1.00 x 2.31=0.1018.75(2.08)1.93-0.2123G230.50 x 0.58 x 1.00 x 2.32=0.2119.06(2.13)3.93-0.44Jumlah G =60.24544.56(69.02)Titik berat :X = MX/G =9.04mY = MY/G =-1.15m2. GempaKoefisien gempa diambil f = 0.11K = f . G = 34.65 x 0.11 =6.63tonMG = K . Y = 3.81 x 0.11 =-7.59ton m3. Gaya berat air (vertikal)
NoNotasiGaya G (ton)X (m)M X tm1W10.50 x 0.59 x 0.78 x 1.00=2.502.506.252W20.59 x 2.17 x 1.00=4.006.0024.003W30.50 x 6.11 x 2.17 x 1.00=1.006.336.334W40.50 x 15.00 x 3.39 x 1.00=7.754.9538.365W50.50 x 15.00 x 3.39 x 1.01=4.329.3040.186W60.50 x 15.00 x 3.39 x 1.02=19.0013.50256.507W70.50 x 15.00 x 3.39 x 1.03=1.0518.8819.82Jumlah =39.62391.444. Tekanan air dan tanah (horisontal)
NoNotasiGaya G (ton)Y (m)M Y tm
1W82.52 x 1.50 x 1.00=10.130.000.0072W90.50 x 1.50 x 1.50 x 1.00=0.52(1.00)-0.5283W101.50 x 3.33 x 1.00=5.781.377.9094W110.50 x 1.11x 1.50 x 1.00=6.431.8311.7910
Jumlah =22.8619.175. Tekanan air (vertikal)
NoNotasiGaya G (ton)X (m)M X tm
1U11.00 x 4.44 x 1.00=4.13(0.50)(2.07)2U20.29 x 4.35 x 1.00=2.02(1.17)(2.36)3U31.00 x 3.70 x 1.00=10.14(3.00)(30.42)4U45.25(5.25)(27.56)5U55.63(6.75)(37.97)6U66.00(8.25)(49.50)7U713.81(11.62)(160.50)8U83.27(13.75)(44.96)9U910.88(16.37)(178.11)10U101.25(18.75)(23.44)11U110.63(19.25)(12.03)12U120.000.000.0Jumlah =61.13(533.44)
6. Tekanan lumpur
H = 1/2 . g . h2 ((1 - Sin a)/(1 + sin a))g = 1.8 t/m3 dan a = 300H = 1/2 x 1.8 x (1.5)2 x (0.5/1.5) =0.68ton0.8333333333M = 1.88 x 2.83 =1.91ton m2.8333333333
6. Resume
NoUraianGaya (ton)Momen (ton meter)
1Berat air39.62391.44
2Tekanan lumpur0.681.91
2Berat sendiri60.24544.56
3Akibat gempa6.63(7.59)
4Uplift pressure H22.8613.42
5Uplift pressure V61.13(373.41)
Tanpa up liftGaya V =99.86Gaya H =6.63
Momen G =(7.59)Momen T =936.00
Dengan up lift
Gaya V =160.98Gaya H =29.48
Momen G =(367.59)Momen T =936.00
7. Tinjauan stabilitas
a. Terhadap guling Tanpa upliftSMT/SMG > 1.50935.999 / -7.593 = (123.28)> 1.3..! OK
Dengan upliftSMT/SMG > 1.50935.999 / -367.586 = (2.55)> 1.3 ..! OK
b. Terhadap eksentrisitasTanpa uplifte = (L/2) - ((SMT - SMG)/SV) dengan syarat < L/5e = (19.3 / 2) - ((935.999 - -7.593) / 99.855) = 0.200< 3.86..! OK
Dengan uplifte = (L/2) - ((SMT - SMG)/SV) dengan syarat < L/5e = (19.3/ 2) - ((935.999 - -367.586) / 160.983) = 1.55< 3.86..! OK
c. Terhadap geserTanpa upliftSf = (SV . F)/SH > 1.50Sf = ((99.855 x 0.70 ) / 6.626) = 10.55> 1.3 ..! OK
Dengan upliftSf = (SV . F)/SH > 1.50Sf = ((160.983 x 0.70 ) / 29.483) = 3.82> 1.3 ..! OKd. Tegangan tanahSyaratsgmax < sg ijinsgmin > 0di mana daya dukung ijin untuk jenis kerikil berkerapatan sedang atau pasir dan kerikil 13,50 t/m2
Tanpa upliftsgmax = (SV/L)*(1 + 6e/L) sgmax = ((99.855 / 18.10 + ( 1 + (6 x 0.200) / 18.10) = 5.883< 13,50..! OK
sgmin = (SV/L)*(1 - 6e/L) sgmax = ((99.855 / 18.10 + ( 1 - (6 x 0.200) / 18.10) = 5.15>0..! OK
Dengan uplift
sgmax = (SV/L)*(1 + 6e/L) sgmax = ((160.983 / 18.10 + ( 1 + (6 x 1.552) / 18.10) = (37.01)< 16,87..! OK
sgmin = (SV/L)*(1 - 6e/L) sgmax = ((160.983 / 18.10 + ( 1 - (6 x 1.552) / 18.10) = 46.34>0..! OK
B
Perhitungan Stabilitas Spillwaypada Kondisi Air Normal
Data-data :-Berat jenis batu kali=2.20t/m =30-Berat jenis tanah. Ka=0.46t/mKa =0.28-Berat jenis tanah. Kp=3.21t/mKp =1.95-Berat jenis air=1.00t/m-Berat jenis beton=2.40t/mI. Gaya berat konstruksi (Vertikal) + gaya gempa (Horisontal)
No.NotasiBentukLebarTinggiGaya NLengan NMomen NLengan GMomen G(m)(m)(ton)(m)(ton m)(m)(ton m)
1P1Kotak1.001.503.300.501.65(0.75)(0.25)0.502P2Kotak0.501.001.101.251.38(0.50)(0.06)1.253P3Segitiga0.500.500.281.670.46(1.17)(0.03)1.674P4Kotak1.003.006.603.0019.80(0.50)(0.33)3.005P5Kotak1.501.504.955.2525.99(0.75)(0.37)5.256P6Segitiga2.001.002.206.3313.930.330.076.337P7Kotak 1.001.001.107.508.250.500.067.508P8Kotak1.502.006.606.7544.55(1.00)(0.66)6.759P9Kotak0.500.750.837.756.39(3.88)(0.32)7.7510P10Kotak0.501.752.108.2517.330.120.038.2511P11Kotak0.250.250.147.631.05(1.25)(0.02)7.6312P12Kotak0.750.500.907.887.09(1.25)(0.11)7.8813P13Kotak0.500.230.288.252.28(1.63)(0.04)8.2514P14Kotak0.501.501.657.7512.79(2.25)(0.37)7.7515P15Kotak0.501.251.388.2511.34(2.63)(0.36)8.2516P16Kotak0.501.501.658.7514.44(1.75)(0.29)8.7517P17Kotak4.251.009.3510.6399.34(1.50)(1.40)10.6318P18Kotak1.001.503.3013.7545.38(1.75)(0.58)13.7519P19Kotak4.251.009.3516.13150.77(1.50)(1.40)16.1320P20Kotak0.751.502.4818.8846.72(1.25)(0.31)18.8821P21Kotak0.750.250.4118.887.79(2.13)(0.09)18.8822P22Segitiga0.380.250.1018.751.93(2.08)(0.02)18.7523P23Kotak0.380.250.2119.063.93(2.13)(0.04)19.06
JUMLAH60.24544.56(30.67)(6.90)
II. Gaya akibat oleh air (Vertikal)
No.NotasiBentukLebarTinggiGayaLenganMomen(m)(m)(ton)(m)(ton m)
1W1Kotak5.003.002.502.506.252W2Kotak2.002.004.000.000.003W3Segitiga 2.001.001.006.336.334W4Kotak1.502.007.750.000.005W5Kotak2.401.804.320.000.006W6Kotak10.001.9019.000.000.007W7Kotak0.751.401.050.000.00
JUMLAH39.6212.58
II. Gaya akibat oleh air dan tanah (Horisontal)
No.NotasiBentukLebarTinggiGayaLenganMomen(m)(m)(ton)(m)(ton m)
81W8Segitiga2.502.503.13(0.17)(0.52)92W9Segitiga1.501.500.52(1.00)-0.52103W10Segitiga3.403.405.780.000.00114W11Segitiga2.002.006.431.8311.79
JUMLAH15.8610.75
III. Gaya angkat pondasi/uplift (Vertikal)
No.NotasiBentukLebarTinggiGayaLenganMomen(m)(m)(ton)(m)(ton m)
1U1Kotak1.002.132.13(0.50)(1.07)2U2Kotak0.502.041.02(1.17)(1.19)3U3Kotak3.001.384.14(3.00)(12.42)4U4Kotak1.501.502.25(5.25)(11.81)5U5Kotak1.501.752.63(6.75)(17.72)6U6Kotak1.502.003.00(8.25)(24.75)7U7Kotak4.251.255.3111.6261.738U8Kotak1.001.271.273.754.769U9Kotak4.250.562.3816.3738.9610U10Kotak0.500.500.2518.754.6911U11Segitiga0.500.500.1319.252.41
JUMLAH24.5043.59
Print Stabil Normal
erhitungan stabilitas kondisi air normal1. Momen akibat berat sendiri konstruksi batu kali
NoNotasiGaya G (ton)X (m)Y (m)M X tmM Y tm1G10.25 x 3.14 x (1.00^2) x 2.20=3.300.50(0.75)1.65-2.482G21.00 x 2.50 x 2.20=1.101.25(0.50)1.38-0.553G30.50 x 0.29 x 0.58 x 2.20=0.281.67(1.17)0.46-0.324G40.50 x 1.41 x 1.00 x 2.20=6.603.00(0.50)19.80-3.305G51.41 x 2.00 x 2.20=4.955.25(0.75)25.99-3.716G60.50 x 2.00 x 2.00 x 2.20=2.206.330.3313.930.737G72.13 x 1.00 x 2.20=1.107.500.508.250.558G80.50 x 1.00 x 1.00 x 2.20=6.606.75(1.00)44.55-6.609G92.13 x 1.00 x 2.20=0.837.75(3.88)6.39-3.2010G100.50 x 0.50 x 0.50 x 2.20=2.108.250.1217.330.2511G110.50 x 0.58 x 1.00 x 2.20=0.147.63(1.25)1.05-0.1712G120.50 x 0.58 x 1.00 x 2.21=0.907.88(1.25)7.09-1.1313G130.50 x 0.58 x 1.00 x 2.22=0.288.25(1.63)2.28-0.4514G140.50 x 0.58 x 1.00 x 2.23=1.657.75(2.25)12.79-3.7115G150.50 x 0.58 x 1.00 x 2.24=1.388.25(2.63)11.34-3.6116G160.50 x 0.58 x 1.00 x 2.25=1.658.75(1.75)14.44-2.8917G170.50 x 0.58 x 1.00 x 2.26=9.3510.63(1.50)99.34-14.0318G180.50 x 0.58 x 1.00 x 2.27=3.3013.75(1.75)45.38-5.7819G190.50 x 0.58 x 1.00 x 2.28=9.3516.13(1.50)150.77-14.0320G200.50 x 0.58 x 1.00 x 2.29=2.4818.88(1.25)46.72-3.0921G210.50 x 0.58 x 1.00 x 2.30=0.4118.88(2.13)7.79-0.8822G220.50 x 0.58 x 1.00 x 2.31=0.1018.75(2.08)1.93-0.2123G230.50 x 0.58 x 1.00 x 2.32=0.2119.06(2.13)3.93-0.44
Jumlah G =60.24544.56(69.02)Titik berat :X = MX/G =9.04mY = MY/G =-1.15m2. GempaKoefisien gempa diambil f = 0.11K = f . G = 0.11 x 60.235 =6.63tonMG = K . Y = 6.626 x -1.146 =-7.59ton m
3. Gaya Berat Air (Vertikal)
NoNotasiGaya G (ton)X (m)M X tm
1W12.502.506.252W24.000.000.003W31.006.336.334W47.750.000.005W54.320.000.006W619.000.000.007W71.050.000.00
Jumlah =39.6212.58
4. Tekanan Air (horisontal)
NoNotasiGaya G (ton)Y (m)M Y tm
2W81.33 x 1.50 x 1.00=3.13(0.17)-0.523W90.50 x 1.28 x 1.50 x 1.00=0.52(1.00)-0.524W100.50 x 0.59 x 0.50 x 1.00=5.780.000.005W110.97 x 0.50 x 1.00=6.431.8311.79
Jumlah =15.8610.755. Tekanan air (vertikal)
NoNotasiGaya G (ton)X (m)M X tm
1U11.00 x 2.61 x 1.002.13(0.50)(1.07)2U21.00 x 2.61 x 1.011.02(1.17)(1.19)3U31.00 x 2.61 x 1.024.14(3.00)(12.42)4U41.00 x 2.61 x 1.032.25(5.25)(11.81)5U51.00 x 2.61 x 1.042.63(6.75)(17.72)6U61.00 x 2.61 x 1.053.00(8.25)(24.75)7U71.00 x 2.61 x 1.065.3111.6261.738U81.00 x 2.61 x 1.071.273.754.769U91.00 x 2.61 x 1.082.3816.3738.9610U101.00 x 2.61 x 1.090.2518.754.69
Jumlah =24.3841.196. Tekanan lumpur
H = 1/2 . g . h2 ((1 - Sin a)/(1 + sin a))g = 1.8 t/m3 dan a = 300H = 1/2 x 1.8 x (2.5)2 x (0.5/1.5) =1.88ton0.8333333333M = 1.88 x 2.83 =5.31ton m2.83333333336. Resume
NoUraianGaya (ton)Momen (ton meter)
1Berat air39.6212.58
2Tekanan lumpur1.885.31
2Berat sendiri60.24544.56
3Akibat gempa6.63(7.59)
4Uplift pressure H11.107.52
5Uplift pressure V17.0628.83
Tanpa up liftGaya V =99.86Gaya H =6.63
Momen G =(7.59)Momen T =557.14
Dengan up lift
Gaya V =82.79Gaya H =17.73
Momen G =28.76Momen T =557.14
8. Tinjauan stabilitas
a. Terhadap guling Tanpa upliftSMT/SMG > 1.50557.142 / -7.593 = (73.38)> 1.5 ..! OK
Dengan upliftSMT/SMG > 1.50557.142 / 28.759 = 19.37> 1.5 ..! OK
b. Terhadap eksentrisitasTanpa uplifte = (L/2) - ((SMT - SMG)/SV) dengan syarat < L/6e = (19.3/ 2) - ((557.142 - -7.593) / 99.855) = 2.47< 3.22..! OK
Dengan uplifte = (L/2) - ((SMT - SMG)/SV) dengan syarat < L/5e = (19.3/ 2) - ((557.142 - 28.759) / 82.791) = 3.27< 3.86..! OK
c. Terhadap geserTanpa upliftSf = (SV . F)/SH > 1.50Sf = ((99.855 x 0.70 ) / 6.626) = 10.55> 1.5 ..! OK
Dengan upliftSf = (SV . F)/SH > 1.50Sf = ((82.791 x 0.70 ) / 17.726) = 3.269> 1.5 ..! OK
d. Tegangan tanahSyaratsgmax < sg ijinsgmin > 0di mana daya dukung ijin untuk jenis kerikil berkerapatan sedang atau pasir dan kerikil 40-80 t/m2
Tanpa upliftsgmax = (SV/L)*(1 + 6e/L) sgmax = ((99.855 / 18.10 + ( 1 + (6 x 2.469) / 18.10) = 10.03< 11.25..! OK
sgmin = (SV/L)*(1 - 6e/L) sgmax = ((99.855 / 18.10 + ( 1 - (6 x 2.469) / 18.10) = 0.86>0..! OK
Dengan uplift
sgmax = (SV/L)*(1 + 6e/L) sgmax = ((82.791 / 18.10 + ( 1 + (6 x 3.268) / 18.10) = 9.53< 13.25..! OK
sgmin = (SV/L)*(1 - 6e/L) sgmax = ((82.791 / 18.10 + ( 1 - (6 x 3.268) / 18.10) = 1.66>0..! OK
Sheet1Stabilitas Bendung
NoParameter StabilitasMuka Air BanjirMuka Air NormalBatas/IjinTanpa UpliftDengan UpliftTanpa UpliftDengan Uplift
1Guling(123.28)(2.55)(73.38)19.37 > 1.52Eksentrisitas0.201.552.47(3.27) < L/6 ( < 3.07 )3Geser10.553.8210.553.27> 1.54Tegangan Tanah- Maksimum5.88(37.01)10.039.53< 20- Minimum5.1546.340.861.66> 0
