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BAB IV PEMODELAN DAS BERINGIN LAMPIRAN ================================================================= - ANALISA PENGARUH PERUBAHAN TATA GUNA LAHAN DAS TERHADAP BANJIR DENGAN PROGRAM EPA-SWMM 5.0 (STUDI KASUS WILAYAH DAS BERINGIN SEMARANG ) - Unika Repo

LAMPIRAN Pemodelan DAS Beringin Dengan Menggunakan Parameter Pembanding

  

Setelah seluruh data dan parameter dari DAS Beringin untuk kondisi sebenarnya

dimasukkan, maka akan dibuat suatu parameter pembanding, pada kasus ini kami menggunakan perubahan parameter pada % Impervious “Perubahn Tata Guna Lahan”didapat output seperti dibawah ini.

Dengan parameter Impervious = 10 %

Parameter – Parameternya adalah :

  • Slope =1,3 %
  • Imperv =10%
  • N – Imperv = 0,012
  • N – Perv = 0,012
  • Dstore – Imperv = 0,05
  • Dstore – Perv = 0,05
  • Zero Imperv = 25 %

  EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.007)

  • Analysis Options **************** Flow Units ............... CMS Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE

  Starting Date ............ OCT-13-2005 00:00:00 Ending Date .............. OCT-14-2005 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 60.00 sec

  • Volume Depth Runoff Quantity Continuity hectare-m mm
  • Total Precipitation ...... 644.139 208.662 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 11.053 3.580 Surface Runoff ........... 651.091 210.914 Final Surface Storage .... 0.013 0.004

  Continuity Error (%) ..... -2.797

  • Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 651.092 6510.992 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000

  External Outflow ......... 661.957 6619.638 Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.021 0.214 Continuity Error (%) ..... -1.672

  • Subcatchment Runoff Summary ***************************

    • Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Coeff Subcatchment mm mm mm mm mm CMS
    • 1 208.662 0.000 0.000 5.378 206.264 178.54 0.989 2 208.662 0.000 0.000 3.390 210.801 79.65 1.010 3 208.662 0.000 0.000 2.897 212.591 42.70 1.019 4 208.662 0.000 0.000 3.140 211.646 68.63 1.014 5 208.662 0.000 0.000 2.534 214.304 63.44 1.027 6 208.662 0.000 0.000 3.669 209.970 85.77 1.006 7 208.662 0.000 0.000 2.614 213.900 66.01 1.025 8 208.662 0.000 0.000 4.837 207.271 155.95 0.993 9 208.662 0.000 0.000 2.993 212.202 88.34 1.017 10 208.662 0.000 0.000 3.369 210.867 42.43 1.011 11 208.662 0.000 0.000 2.617 213.884 48.08 1.025 12 208.662 0.000 0.000 2.433 214.867 27.15 1.030 13 208.662 0.000 0.000 2.064 217.315 13.62 1.041 14 208.662 0.000 0.000 4.470 208.023 40.73 0.997 15 208.662 0.000 0.000 4.176 208.679 46.55 1.000 16 208.662 0.000 0.000 2.634 213.789 10.49 1.025 17 208.662 0.000 0.000 2.949 212.379 47.46 1.018 18 208.662 0.000 0.000 2.686 213.539 32.32 1.023 19 208.662 0.000 0.000 2.368 215.263 16.21 1.032 20 208.662 0.000 0.000 2.173 216.521 27.22 1.038 21 208.662 0.000 0.000 2.683 213.554 23.15 1.023 22 208.662 0.000 0.000 2.421 214.937 36.79 1.030 23 208.662 0.000 0.000 3.301 211.090 46.38 1.012 24 208.662 0.000 0.000 2.330 215.489 39.45 1.033
    • Totals 208.662 0.000 0.000 3.580 210.914 178.54 1.011

  • Node Depth Summary ******************

    • Average Maximum Maximum Time of Max Total Total Depth Depth HGL Occurrence Flooding Minutes Node Type Meters Meters Meters days hr:min ha-mm Flooded ----------------------------------------------------------------------------------------

  33 JUNCTION 0.15 2.10 172.10 0 03:00 0 0

  42 JUNCTION 0.24 3.11 21.11 0 03:00 0 0

  65 JUNCTION 0.40 6.27 20.27 0 03:04 0.00 2

  76 JUNCTION 0.10 1.22 211.22 0 03:00 0 0

  77 JUNCTION 0.11 3.10 171.10 0 01:56 0.00 3

  78 JUNCTION 0.14 2.23 172.23 0 03:00 0 0

  79 JUNCTION 0.15 3.30 167.30 0 01:51 0.00 8

  80 JUNCTION 0.06 0.82 140.82 0 03:00 0 0

  81 JUNCTION 0.15 2.10 128.10 0 03:00 0 0

  82 JUNCTION 0.12 1.58 71.58 0 03:00 0 0

  83 JUNCTION 0.25 4.90 58.90 0 01:48 0.00 2

  84 JUNCTION 0.11 4.45 94.45 0 01:52 0.00 3

  85 JUNCTION 0.07 1.01 103.01 0 03:00 0 0

  86 JUNCTION 0.28 4.50 54.50 0 02:54 0 0

  87 JUNCTION 1.37 13.66 19.66 0 03:00 0 0

  88 JUNCTION 0.37 5.75 15.75 0 01:44 0.00 2

  89 JUNCTION 0.43 6.20 18.20 0 03:09 0.00 4

  90 JUNCTION 0.43 6.27 19.27 0 02:25 0.00 1

  91 JUNCTION 0.35 4.83 10.83 0 03:00 0 0

  92 JUNCTION 0.27 3.93 35.93 0 03:00 0 0

  25 OUTFALL 15.33 16.00 22.00 0 01:01 0 0

  • Link Flow Summary ********************

    • Maximum Time of Max Maximum Length Max/ Total Flow Occurrence Velocity Factor Full Minutes Link Type CMS days hr:min m/sec Flow Surcharged -----------------------------------------------------------------------------------------

  31 CONDUIT 1017.66 0 03:00 13.72 1.00 0.28 0

  54 CONDUIT 79.50 0 03:00 8.46 1.00 0.49 0

  55 CONDUIT 42.63 0 03:00 9.67 1.00 0.82 0

  56 CONDUIT 122.03 0 03:00 16.81 1.00 0.06 0

  57 CONDUIT 246.80 0 03:00 26.69 1.00 0.53 0

  58 CONDUIT 312.62 0 03:00 30.02 1.00 0.04 0

  59 CONDUIT 85.67 0 03:00 12.84 1.00 0.20 0

  60 CONDUIT 185.37 0 03:00 25.13 1.00 0.05 0

  61 CONDUIT 426.75 0 03:00 28.60 1.00 0.12 0

  62 CONDUIT 556.87 0 03:00 13.99 1.00 0.59 0

  63 CONDUIT 358.72 0 03:00 22.57 1.00 0.19 0

  64 CONDUIT 1174.41 0 03:01 16.84 1.00 0.64 0

  65 CONDUIT 1114.20 0 03:01 12.72 1.00 0.59 0

  68 CONDUIT 1303.86 0 03:08 0.46 1.00 0.70 0

  70 CONDUIT 978.98 0 03:00 26.04 1.00 0.53 0

  71 CONDUIT 951.98 0 03:00 27.15 1.00 1.02 7

  74 CONDUIT 1064.80 0 03:00 9.68 1.00 0.58 0

  77 CONDUIT 178.38 0 03:00 24.30 1.00 0.38 0

  78 CONDUIT 24.84 0 03:08 0.30 1.00 1.00 0

  79 CONDUIT 1103.97 0 03:01 9.66 1.00 0.63 0

  • Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00

  Average Iterations per Step : 1.13 Analysis begun on: Mon Sep 24 23:35:40 2007 Total elapsed time: < 1 sec

  Grafik L1.1 : debit outflow Di bawah ini gambar potongan penampang saluran :

  Gambar L1.1 : potongan melintang saluran node 76 – 86

  

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 76 ke node 86, dan melalui conduit 77, 57, 58 dan 63.

  Gambar L1.2 : potongan melintang saluran node 78 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 78 ke node 86, dan melalui conduit 55, 56, 60, 61 dan 62.

  Gambar L1.3 : potongan melintang saluran node 77 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 77 ke node 86, dan melalui conduit 54, 56, 60, 61 dan 62.

  Gambar L1.4 : potongan melintang saluran node 86 - 25

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 86 ke node 25, dan melalui conduit 71, 70, 31, 74, 79, 65, 64 dan 68.

  Gambar L1.5 potongan melintang saluran node 91 - 25

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 91 ke node 25, dan melalui conduit 78.

Dengan parameter Impervious = 20 %

Parameter – Parameternya adalah :

  • Slope = 1,3 %
  • Imperv = 20%
  • N – Imperv = 0,012
  • N – Perv = 0,012
  • Dstore – Imperv = 0,05
  • Dstore – Perv = 0,05
  • Zero Imperv = 25 %

  EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.007)

  • Analysis Options **************** Flow Units ............... CMS Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE

  Starting Date ............ OCT-13-2005 00:00:00 Ending Date .............. OCT-14-2005 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 60.00 sec

  • Volume Depth Runoff Quantity Continuity hectare-m mm
  • Total Precipitation ...... 644.139 208.662 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 9.436 3.057 Surface Runoff ........... 654.082 211.883 Final Surface Storage .... 0.032 0.010

  Continuity Error (%) ..... -3.014

  • Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 654.083 6540.903 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000

  External Outflow ......... 665.341 6653.480 Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000

  Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.022 0.223 Continuity Error (%) ..... -1.725

  • Subcatchment Runoff Summary ***************************

    • Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Coeff Subcatchment mm mm mm mm mm CMS
    • 1 208.662 0.000 0.000 4.546 207.377 180.87 0.994 2 208.662 0.000 0.000 2.899 211.766 79.90 1.015 3 208.662 0.000 0.000 2.491 213.529 42.79 1.023 4 208.662 0.000 0.000 2.692 212.599 68.81 1.019 5 208.662 0.000 0.000 2.191 215.193 63.53 1.031 6 208.662 0.000 0.000 3.130 210.948 86.10 1.011 7 208.662 0.000 0.000 2.254 214.803 66.11 1.029 8 208.662 0.000 0.000 4.098 208.331 157.37 0.998 9 208.662 0.000 0.000 2.570 213.147 88.55 1.021 10 208.662 0.000 0.000 2.882 211.830 42.56 1.015 11 208.662 0.000 0.000 2.257 214.787 48.16 1.029 12 208.662 0.000 0.000 2.108 215.730 27.19 1.034 13 208.662 0.000 0.000 1.803 217.994 13.63 1.045 14 208.662 0.000 0.000 3.793 209.051 41.02 1.002 15 208.662 0.000 0.000 3.549 209.687 46.81 1.005 16 208.662 0.000 0.000 2.273 214.697 10.51 1.029 17 208.662 0.000 0.000 2.533 213.321 47.57 1.022 18 208.662 0.000 0.000 2.316 214.455 32.38 1.028 19 208.662 0.000 0.000 2.051 216.104 16.23 1.036 20 208.662 0.000 0.000 1.892 217.278 27.24 1.041 21 208.662 0.000 0.000 2.314 214.469 23.19 1.028 22 208.662 0.000 0.000 2.097 215.797 36.84 1.034 23 208.662 0.000 0.000 2.826 212.050 46.51 1.016 24 208.662 0.000 0.000 2.023 216.316 39.50 1.037
    • Totals 208.662 0.000 0.000 3.057 211.883 180.87 1.015

      • Node Depth Summary ******************

        • Average Maximum Maximum Time of Max Total Total Depth Depth HGL Occurrence Flooding Minutes Node Type Meters Meters Meters days hr:min ha-mm Flooded ----------------------------------------------------------------------------------------

  33 JUNCTION 0.15 2.12 172.12 0 03:00 0 0

  42 JUNCTION 0.24 5.50 23.50 0 02:37 0.00 2

  65 JUNCTION 0.39 4.78 18.78 0 03:00 0 0

  76 JUNCTION 0.09 1.24 211.24 0 03:00 0 0

  77 JUNCTION 0.10 1.53 169.53 0 03:00 0 0

  78 JUNCTION 0.14 2.23 172.23 0 03:00 0 0

  79 JUNCTION 0.15 3.30 167.30 0 01:54 0.00 4

  80 JUNCTION 0.06 0.82 140.82 0 03:00 0 0

  81 JUNCTION 0.15 2.12 128.12 0 03:00 0 0

  82 JUNCTION 0.12 1.59 71.59 0 03:00 0 0

  83 JUNCTION 0.26 4.90 58.90 0 01:32 0.00 4

  84 JUNCTION 0.10 4.45 94.45 0 03:10 0.00 2

  85 JUNCTION 0.07 3.20 105.20 0 02:00 0.00 1

  86 JUNCTION 0.27 4.50 54.50 0 02:52 0 0

  87 JUNCTION 1.35 16.00 22.00 0 03:00 0.00 4

  88 JUNCTION 0.37 5.75 15.75 0 02:19 0.00 4

  89 JUNCTION 0.43 6.20 18.20 0 02:21 0.00 4

  90 JUNCTION 0.43 6.27 19.27 0 02:21 0.00 8

  91 JUNCTION 0.35 4.83 10.83 0 03:00 0 0

  92 JUNCTION 0.27 3.95 35.95 0 03:00 0 0

  25 OUTFALL 15.33 16.00 22.00 0 01:01 0 0

  • Link Flow Summary ********************

    • Maximum Time of Max Maximum Length Max/ Total Flow Occurrence Velocity Factor Full Minutes Link Type CMS days hr:min m/sec Flow Surcharged -----------------------------------------------------------------------------------------

  31 CONDUIT 1023.62 0 03:00 13.74 1.00 0.28 0

  54 CONDUIT 79.76 0 03:00 8.47 1.00 0.49 0

  55 CONDUIT 42.72 0 03:00 9.68 1.00 0.82 0

  56 CONDUIT 122.38 0 03:00 16.82 1.00 0.06 0

  57 CONDUIT 249.33 0 03:00 26.74 1.00 0.54 0

  58 CONDUIT 315.27 0 03:00 30.09 1.00 0.04 0

  59 CONDUIT 86.01 0 03:00 12.86 1.00 0.20 0

  60 CONDUIT 185.81 0 03:00 25.15 1.00 0.05 0

  61 CONDUIT 428.96 0 03:00 28.64 1.00 0.12 0

  62 CONDUIT 559.44 0 03:00 14.00 1.00 0.59 0

  63 CONDUIT 361.51 0 03:00 22.62 1.00 0.19 0

  64 CONDUIT 1180.68 0 03:01 16.86 1.00 0.64 0

  65 CONDUIT 1119.93 0 03:01 12.74 1.00 0.59 0

  68 CONDUIT 1315.71 0 03:08 0.47 1.00 0.70 0

  70 CONDUIT 984.15 0 03:00 26.07 1.00 0.53 0

  71 CONDUIT 957.47 0 03:00 27.16 1.00 1.03 9

  74 CONDUIT 1070.31 0 03:00 9.69 1.00 0.58 0

  77 CONDUIT 180.72 0 03:00 24.38 1.00 0.38 0

  78 CONDUIT 24.84 0 03:07 0.31 1.00 1.00 0

  79 CONDUIT 1109.74 0 03:01 9.67 1.00 0.63 0

  • Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00

  Average Iterations per Step : 1.12 Analysis begun on: Mon Sep 24 23:36:32 2007 Total elapsed time: 00:00:01

  Grafik L2.1 : debit outflow Di bawah ini gambar potongan penampang saluran : Gambar L2.1 : potongan melintang saluran node 76 – 86

  

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 76 ke node 86, dan melalui conduit 77, 57, 58 dan 63.

  Gambar L2.2 : potongan melintang saluran node 78 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 78 ke node 86, dan melalui conduit 55, 56, 60, 61 dan 62.

  Gambar L2.3 : potongan melintang saluran node 77 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 77 ke node 86, dan melalui conduit 54, 56, 60, 61 dan 62.

Gambar L2.4 : potongan melintang saluran node 86 - 25

  

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 86 ke node 25, dan melalui conduit 71, 70, 31, 74, 79, 65, 64 dan 68.

  Gambar L2.5 : potongan melintang saluran node 91 - 25

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 91 ke node 25, dan melalui conduit 78.

Dengan parameter Impervious = 30 %

Parameter – Parameternya adalah :

  • Slope = 1,3 %
  • Imperv = 30%
  • N – Imperv = 0,012
  • N – Perv = 0,012
  • Dstore – Imperv = 0,05
  • Dstore – Perv = 0,05
  • Zero Imperv = 25 %

  EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.007)

  • Analysis Options **************** Flow Units ............... CMS Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE

  Starting Date ............ OCT-13-2005 00:00:00 Ending Date .............. OCT-14-2005 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 60.00 sec

  • Volume Depth Runoff Quantity Continuity hectare-m mm
  • Total Precipitation ...... 644.139 208.662 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 7.899 2.559 Surface Runoff ........... 656.445 212.648 Final Surface Storage .... 0.060 0.019

  Continuity Error (%) ..... -3.146

  • Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 656.446 6564.532 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000

  External Outflow ......... 667.997 6680.036 Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000

  Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.033 0.335 Continuity Error (%) ..... -1.765

  • Subcatchment Runoff Summary ***************************

    • Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Coeff Subcatchment mm mm mm mm mm CMS
    • 1 208.662 0.000 0.000 3.762 208.302 182.54 0.998 2 208.662 0.000 0.000 2.431 212.515 80.08 1.018 3 208.662 0.000 0.000 2.102 214.245 42.86 1.027 4 208.662 0.000 0.000 2.264 213.333 68.94 1.022 5 208.662 0.000 0.000 1.861 215.877 63.60 1.035 6 208.662 0.000 0.000 2.618 211.714 86.35 1.015 7 208.662 0.000 0.000 1.911 215.497 66.19 1.033 8 208.662 0.000 0.000 3.400 209.197 158.38 1.003 9 208.662 0.000 0.000 2.165 213.870 88.70 1.025 10 208.662 0.000 0.000 2.417 212.578 42.66 1.019 11 208.662 0.000 0.000 1.913 215.482 48.22 1.033 12 208.662 0.000 0.000 1.791 216.397 27.22 1.037 13 208.662 0.000 0.000 1.544 218.543 13.64 1.047 14 208.662 0.000 0.000 3.154 209.881 41.22 1.006 15 208.662 0.000 0.000 2.957 210.492 47.00 1.009 16 208.662 0.000 0.000 1.926 215.392 10.52 1.032 17 208.662 0.000 0.000 2.136 214.041 47.64 1.026 18 208.662 0.000 0.000 1.960 215.155 32.42 1.031 19 208.662 0.000 0.000 1.747 216.759 16.25 1.039 20 208.662 0.000 0.000 1.617 217.878 27.26 1.044 21 208.662 0.000 0.000 1.957 215.169 23.22 1.031 22 208.662 0.000 0.000 1.783 216.462 36.88 1.037 23 208.662 0.000 0.000 2.372 212.794 46.61 1.020 24 208.662 0.000 0.000 1.722 216.962 39.54 1.040
    • Totals 208.662 0.000 0.000 2.559 212.648 182.54 1.019

      • Node Depth Summary ******************

        • Average Maximum Maximum Time of Max Total Total Depth Depth HGL Occurrence Flooding Minutes Node Type Meters Meters Meters days hr:min ha-mm Flooded ----------------------------------------------------------------------------------------

  33 JUNCTION 0.15 2.13 172.13 0 03:00 0 0

  42 JUNCTION 0.24 5.50 23.50 0 02:36 0.00 2

  65 JUNCTION 0.39 6.27 20.27 0 02:29 0.00 2

  76 JUNCTION 0.10 3.00 213.00 0 03:05 0.00 4

  77 JUNCTION 0.10 1.54 169.54 0 03:00 0 0

  78 JUNCTION 0.14 2.24 172.24 0 03:00 0 0

  79 JUNCTION 0.15 3.30 167.30 0 02:20 0.00 4

  80 JUNCTION 0.06 0.82 140.82 0 03:00 0 0

  81 JUNCTION 0.15 2.13 128.13 0 03:00 0 0

  82 JUNCTION 0.13 5.00 75.00 0 02:39 0.00 2

  83 JUNCTION 0.25 4.90 58.90 0 01:44 0.00 2

  84 JUNCTION 0.10 4.45 94.45 0 01:48 0.00 2

  85 JUNCTION 0.07 1.02 103.02 0 03:00 0 0

  86 JUNCTION 0.27 4.50 54.50 0 02:50 0 0

  87 JUNCTION 1.35 16.00 22.00 0 02:40 0.00 4

  88 JUNCTION 0.36 4.46 14.46 0 03:01 0 0

  89 JUNCTION 0.42 5.01 17.01 0 03:01 0 0

  90 JUNCTION 0.42 6.27 19.27 0 03:19 0.00 2

  91 JUNCTION 0.35 4.83 10.83 0 03:00 0 0

  92 JUNCTION 0.27 3.96 35.96 0 03:00 0 0

  25 OUTFALL 15.33 16.00 22.00 0 01:01 0 0

  • Link Flow Summary ********************

    • Maximum Time of Max Maximum Length Max/ Total Flow Occurrence Velocity Factor Full Minutes Link Type CMS days hr:min m/sec Flow Surcharged -----------------------------------------------------------------------------------------

  31 CONDUIT 1027.77 0 03:00 13.75 1.00 0.28 0

  54 CONDUIT 79.94 0 03:00 8.48 1.00 0.49 0

  55 CONDUIT 42.79 0 03:00 9.68 1.00 0.82 0

  56 CONDUIT 122.63 0 03:00 16.83 1.00 0.06 0

  57 CONDUIT 251.15 0 03:00 26.77 1.00 0.54 0

  58 CONDUIT 317.18 0 03:00 30.15 1.00 0.04 0

  59 CONDUIT 86.25 0 03:00 12.87 1.00 0.20 0

  60 CONDUIT 186.14 0 03:00 25.16 1.00 0.05 0

  61 CONDUIT 430.56 0 03:00 28.68 1.00 0.12 0

  62 CONDUIT 561.30 0 03:00 14.01 1.00 0.59 0

  63 CONDUIT 363.54 0 03:00 22.66 1.00 0.19 0

  64 CONDUIT 1185.28 0 03:01 16.88 1.00 0.64 0

  65 CONDUIT 1124.26 0 03:01 12.75 1.00 0.60 0

  68 CONDUIT 1324.15 0 03:08 0.48 1.00 0.71 0

  70 CONDUIT 988.06 0 03:00 26.10 1.00 0.53 0

  71 CONDUIT 961.42 0 03:00 27.17 1.00 1.03 12

  74 CONDUIT 1074.36 0 03:00 9.70 1.00 0.58 0

  77 CONDUIT 182.40 0 03:00 24.44 1.00 0.39 0

  78 CONDUIT 24.84 0 03:07 0.32 1.00 1.00 0

  79 CONDUIT 1113.92 0 03:01 9.68 1.00 0.63 0

  • Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00

  Average Iterations per Step : 1.12 Analysis begun on: Mon Sep 24 23:37:17 2007 Total elapsed time: < 1 sec

  Grafik L3.1 : debit outflow Di bawah ini gambar potongan penampang saluran :

  Gambar L3.1: potongan melintang saluran node 76 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 76 ke node 86, dan melalui conduit 77, 57, 58 dan 63.

  Gambar L3.2 : potongan melintang saluran node 78 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 78 ke node 86, dan melalui conduit 55, 56, 60, 61 dan 62.

  Gambar L3.3 : potongan melintang saluran node 77 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 77 ke node 86, dan melalui conduit 54, 56, 60, 61 dan 62.

Gambar L3.4 : potongan melintang saluran node 86 - 25

  

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 86 ke node 25, dan melalui conduit 71, 70, 31, 74, 79, 65, 64 dan 68.

  Gambar L3.5 : potongan melintang saluran node 91 - 25

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 91 ke node 25, dan melalui conduit 78.

Dengan parameter Impervious = 40 %

Parameter – Parameternya adalah :

  • Slope = 1,3 %
  • Imperv = 40%
  • N – Imperv = 0,012
  • N – Perv = 0,012
  • Dstore – Imperv = 0,05
  • Dstore – Perv = 0,05
  • Zero Imperv = 25 %

  EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.007)

  • Analysis Options **************** Flow Units ............... CMS Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE

  Starting Date ............ OCT-13-2005 00:00:00 Ending Date .............. OCT-14-2005 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 60.00 sec

  • Volume Depth Runoff Quantity Continuity hectare-m mm
  • Total Precipitation ...... 644.139 208.662 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 6.446 2.088 Surface Runoff ........... 658.330 213.259 Final Surface Storage .... 0.098 0.032

  Continuity Error (%) ..... -3.219

  • Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 658.332 6583.388 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000

  External Outflow ......... 670.041 6700.480

  Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.071 0.712 Continuity Error (%) ..... -1.789

  • Subcatchment Runoff Summary ***************************

    • Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Coeff Subcatchment mm mm mm mm mm CMS
    • 1 208.662 0.000 0.000 3.029 209.090 183.57 1.002 2 208.662 0.000 0.000 1.988 213.107 80.20 1.021 3 208.662 0.000 0.000 1.731 214.797 42.90 1.029 4 208.662 0.000 0.000 1.857 213.904 69.03 1.025 5 208.662 0.000 0.000 1.541 216.388 63.65 1.037 6 208.662 0.000 0.000 2.134 212.331 86.50 1.018 7 208.662 0.000 0.000 1.583 216.018 66.25 1.035 8 208.662 0.000 0.000 2.745 209.925 159.01 1.006 9 208.662 0.000 0.000 1.780 214.430 88.80 1.028 10 208.662 0.000 0.000 1.977 213.169 42.72 1.022 11 208.662 0.000 0.000 1.584 216.004 48.26 1.035 12 208.662 0.000 0.000 1.488 216.897 27.24 1.039 13 208.662 0.000 0.000 1.295 218.963 13.65 1.049 14 208.662 0.000 0.000 2.553 210.571 41.35 1.009 15 208.662 0.000 0.000 2.399 211.152 47.12 1.012 16 208.662 0.000 0.000 1.595 215.915 10.53 1.035 17 208.662 0.000 0.000 1.757 214.597 47.70 1.028 18 208.662 0.000 0.000 1.620 215.684 32.45 1.034 19 208.662 0.000 0.000 1.453 217.252 16.26 1.041 20 208.662 0.000 0.000 1.354 218.333 27.28 1.046 21 208.662 0.000 0.000 1.618 215.696 23.24 1.034 22 208.662 0.000 0.000 1.482 216.961 36.90 1.040 23 208.662 0.000 0.000 1.942 213.379 46.68 1.023 24 208.662 0.000 0.000 1.436 217.452 39.56 1.042
    • Totals 208.662 0.000 0.000 2.088 213.259 183.57 1.022

      • Node Depth Summary ******************

        • Average Maximum Maximum Time of Max Total Total Depth Depth HGL Occurrence Flooding Minutes Node Type Meters Meters Meters days hr:min ha-mm Flooded ----------------------------------------------------------------------------------------

  33 JUNCTION 0.15 2.14 172.14 0 03:00 0 0

  42 JUNCTION 0.24 5.50 23.50 0 02:35 0.00 2

  65 JUNCTION 0.38 4.79 18.79 0 02:59 0 0

  76 JUNCTION 0.09 1.25 211.25 0 03:00 0 0

  77 JUNCTION 0.11 3.10 171.10 0 01:54 0.00 1

  78 JUNCTION 0.14 2.24 172.24 0 03:00 0 0

  79 JUNCTION 0.15 3.30 167.30 0 01:56 0.00 6

  80 JUNCTION 0.06 3.80 143.80 0 01:50 0.00 2

  81 JUNCTION 0.15 2.14 128.14 0 03:00 0 0

  82 JUNCTION 0.13 5.00 75.00 0 01:38 0.00 4

  83 JUNCTION 0.25 3.48 57.48 0 03:00 0 0

  84 JUNCTION 0.10 1.30 91.30 0 03:00 0 0

  85 JUNCTION 0.07 1.02 103.02 0 03:00 0 0

  86 JUNCTION 0.28 4.50 54.50 0 02:49 0 0

  87 JUNCTION 1.36 16.00 22.00 0 01:26 0.00 4

  88 JUNCTION 0.36 4.46 14.46 0 03:00 0 0

  89 JUNCTION 0.42 6.20 18.20 0 03:06 0.00 2

  90 JUNCTION 0.43 6.27 19.27 0 01:30 0.00 6

  91 JUNCTION 0.35 4.84 10.84 0 03:00 0 0

  92 JUNCTION 0.27 4.50 36.50 0 03:00 0 0

  25 OUTFALL 15.33 16.00 22.00 0 01:01 0 0

  • Link Flow Summary ********************

    • Maximum Time of Max Maximum Length Max/ Total Flow Occurrence Velocity Factor Full Minutes Link Type CMS days hr:min m/sec Flow Surcharged -----------------------------------------------------------------------------------------

  31 CONDUIT 1027.18 0 02:59 13.75 1.00 0.28 0

  54 CONDUIT 80.07 0 03:00 8.48 1.00 0.49 0

  55 CONDUIT 42.83 0 03:00 9.69 1.00 0.82 0

  56 CONDUIT 122.80 0 03:00 16.84 1.00 0.06 0

  57 CONDUIT 252.28 0 03:00 26.80 1.00 0.54 0

  58 CONDUIT 318.37 0 03:00 30.18 1.00 0.04 0

  59 CONDUIT 86.41 0 03:00 12.87 1.00 0.20 0

  60 CONDUIT 186.36 0 03:00 25.17 1.00 0.05 0

  61 CONDUIT 431.56 0 03:00 28.70 1.00 0.12 0

  62 CONDUIT 562.48 0 03:00 14.02 1.00 0.59 0

  63 CONDUIT 364.80 0 03:00 22.68 1.00 0.20 0

  64 CONDUIT 1187.23 0 03:00 16.88 1.00 0.64 0

  65 CONDUIT 1124.38 0 03:00 12.75 1.00 0.60 0

  68 CONDUIT 1329.37 0 03:08 0.49 1.00 0.71 0

  70 CONDUIT 987.53 0 02:59 26.17 1.00 0.53 0

  71 CONDUIT 968.34 0 03:01 27.46 1.00 1.04 13

  74 CONDUIT 1073.71 0 02:59 9.72 1.00 0.58 0

  77 CONDUIT 183.43 0 03:00 24.48 1.00 0.39 0

  78 CONDUIT 24.84 0 03:07 0.32 1.00 1.00 0

  79 CONDUIT 1114.08 0 03:00 9.68 1.00 0.63 0

  • Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00

  Average Iterations per Step : 1.12 Analysis begun on: Mon Sep 24 23:38:04 2007 Total elapsed time: < 1 sec

  Grafik L4.1 : debit outflow Di bawah ini gambar potongan penampang saluran :

  Gambar L4.1: potongan melintang saluran node 76 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 76 ke node 86, dan melalui conduit 77, 57, 58 dan 63.

  Gambar L4.2: potongan melintang saluran node 78 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 78 ke node 86, dan melalui conduit 55, 56, 60, 61 dan 62.

  Gambar L4.3: potongan melintang saluran node 77 – 86

Dari gambar di atas dapat diketahui desain saluran secara melintang yang

menghubungkan dari node 77 ke node 86, dan melalui conduit 54, 56, 60, 61 dan 62.

Gambar L4.4: potongan melintang saluran node 86 - 25

  

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 86 ke node 25, dan melalui conduit 71, 70, 31, 74, 79, 65, 64 dan 68.

  Gambar L4.5: potongan melintang saluran node 91 - 25

Dari gambar di atas dapat diketahui desain saluran secara melitang yang

menghubungkan dari node 91 ke node 25, dan melalui conduit 78.

Dengan parameter Impervious = 50 %

Parameter – Parameternya adalah :

  • Slope = 1,3 %
  • Imperv = 50%
  • N – Imperv = 0,012
  • N – Perv = 0,012
  • Dstore – Imperv = 0,05
  • Dstore – Perv = 0,05
  • Zero Imperv = 25 %

  EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.007)

  • Analysis Options **************** Flow Units ............... CMS Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE

  Starting Date ............ OCT-13-2005 00:00:00 Ending Date .............. OCT-14-2005 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 60.00 sec

  • Volume Depth Runoff Quantity Continuity hectare-m mm
  • Total Precipitation ...... 644.139 208.662 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 5.082 1.646 Surface Runoff ........... 659.796 213.734 Final Surface Storage .... 0.148 0.048

  Continuity Error (%) ..... -3.243

  • Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 659.797 6598.043 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000

  External Outflow ......... 671.543 6715.501

  Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.110 1.098 Continuity Error (%) ..... -1.797

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