An-Najah National University Faculty Of Engineering Civil Engineering Department Graduation Project II Evaluation of the water runoff and culvert structures at Wadi AL-Teen in Tulkarm district Prepared By : Ahmad Amjad Rashid Amr Barqawi Mohammed Bayan Ali Yazan Abu-Haniya Supervision of Dr. Hamees Tubeileh Evaluation of the water runoff and culvert structures at Wadi AL-Teen in Tulkarm district. Objectives : Determine the amount of runoff in the Wadi AL-Teen . Analyze the existing culverts and redesign a new one if needed . Design a storm system for the adjacent road. Estimate the cost of the project Study Area Wadi Al-Teen Topography According to given contour maps Wadi Al-teen lies on four mountains it has an average height of 65 m on sea level and reaches to 70 m on some regions with slow variance in elevation from site to site, with sharp slope. Contour map for Wadi Al-Teen. Area and Land Use The size of Wadi Al-Teen catchment area is estimated at 80 km2, has a percent of impervious regions arrives 9.6 %. Rainfall readings The average annual rainfall in Wadi Al-Teen is 680 mm according to Palestinian Statistics center. From Palestinian Metrologic Center : year 2013/2014 2014/2015 2015/2016 2016/2017 2017/2018 Annual depth(mm) 460.5 720.3 427.5 418.7 547.3 Maximum day depth (mm) 90 117 50 90 56 Analysis and evaluation of the existing situation of the drainage system (culvert) Existing situation of the drainage system: Existing situation of the drainage system: Methodology The following data is collected: the amount of rainfall for 10 years, information about culverts and location, data about the adjacent roads and their sections and coordinates , and the geographical nature of the surrounding area . Then from these data we analyze, find the amount of runoff water in the Wadi AL-Teen by using HEC-HMS software, and analyze the current culverts and evaluate their efficiency by using HY-8 software . Steps of the work Finding location of culverts by site visit and GIS . Determining the catchment regions and data for each catchment on each culvert Using GIS. Catchments Data by GIS. Sample Calculation for Lag Time. *Lag time for catchment (Shufa). Lag Time=0.6*Tc Tc=0.01947*〖5700〗^0.77*〖0.072〗^(-0.385)=41.8min Lag time=0.6*41.8=25.1 min Using IDF curve for 10-year return period. There were no data for Wadi Al-Teen to make IDF curve, Nablus taken for design. Nablus city which is 20 KM eastern Wadi Al-Teen, has an annually rainfall of 660.1 mm which is very near of Wadi Al-Teen which is 680 mm, so it is acceptable to take this IDF curve for design IDF Curve used. 10 20 30 40 50 60 120 180 240 51.5 42.5 34.700000000000003 28.2 24.6 21.9 14.6 11.7 10.3 Duration(min) Rain Intensity (mm/h) IDF Curve analysis. Mass curve Accumilative depth(mm) 0 10 30 60 120 240 360 0 8.58 22.95 37.1 55.35 80.25 96.55 Duration(min) Accumilative depth(mm) Partial duration depth required for HEC-HMS Inserting Curve Number Wadi Al-Teen Catchments have a clay soil so it has soil type of “C” ACCORDING TO Curve Number classification. Wadi Al-Teen Catchments have an urban area with impervious < 12 % (the areas of buildings and paved roads). According to this table it will have a curve number of 77. Curve Number Table. Simulation By HEC-HMS Results from HEC-HMS Results from HEC-HMS Results from HEC-HMS By HY-8 . Culvert 1 Culvert 2 Culvert 3 Results From HY-8 Crossing Discharge Data For Culvert 1 Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cms Design Flow: 32.944 cms Maximum Flow: 40 cms Summary of Culvert Flows at Crossing: Crossing 1 Rating Curve Plot for Crossing: Crossing 1 Culvert Summary Table: Culvert 1 Water Surface Profile Plot for Culvert: Culvert 1 Summary of Culvert Flows at Crossing: Crossing 2 Headwater Elevation (m) Total Discharge (cms) Culvert 1 Discharge (cms) Roadway Discharge (cms) Iterations 62.17 0.00 0.00 0.00 1 62.79 5.00 5.00 0.00 1 63.15 10.00 10.00 0.00 1 63.44 15.00 15.00 0.00 1 63.75 20.00 20.00 0.00 1 64.05 25.00 25.00 0.00 1 64.39 30.00 30.00 0.00 1 64.84 35.00 35.00 0.00 1 65.25 40.00 38.34 1.66 4 65.47 43.49 39.08 4.43 3 65.84 50.00 39.34 10.66 4 65.00 36.72 36.72 0.00 Overtopping Culvert Summary Table: Culvert 2 Total Discharge (cms) Culvert Discharge (cms) Headwater Elevation (m) Inlet Control Depth (m) Outlet Control Depth (m) Flow Type Normal Depth (m) Critical Depth (m) Outlet Depth (m) Tailwater Depth (m) Outlet Velocity (m/s) Tailwater Velocity (m/s) 0.00 0.00 62.17 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 5.00 5.00 62.79 0.617 0.204 1-S2n 0.266 0.362 0.277 0.688 2.462 1.453 10.00 10.00 63.15 0.978 0.542 1-S2n 0.425 0.575 0.455 1.095 3.000 1.827 15.00 15.00 63.44 1.273 0.957 1-JS1t 0.563 0.754 1.020 1.450 2.009 2.069 20.00 20.00 63.75 1.537 1.576 1-S1t 0.692 0.913 1.349 1.779 2.025 2.248 25.00 25.00 64.05 1.789 1.879 1-S1t 0.815 1.059 1.662 2.092 2.054 2.390 30.00 30.00 64.39 2.042 2.223 4-FFf 0.934 1.196 1.830 2.394 2.240 2.506 35.00 35.00 64.84 2.307 2.671 4-FFf 1.050 1.326 1.830 2.689 2.613 2.604 40.00 38.34 65.25 2.496 3.075 4-FFf 1.126 1.409 1.830 2.976 2.862 2.688 43.49 39.08 65.47 2.539 3.301 4-FFf 1.142 1.427 1.830 3.175 2.917 2.740 50.00 39.34 65.84 2.555 3.675 4-FFf 1.148 1.433 1.830 3.538 2.937 2.826 Water Surface Profile Plot for Culvert: Culvert 2 Summary of Culvert Flows at Crossing: Crossing 3 Headwater Elevation (m) Total Discharge (cms) Culvert 1 Discharge (cms) Roadway Discharge (cms) Iterations 56.50 0.00 0.00 0.00 1 57.10 5.00 5.00 0.00 1 57.46 10.00 10.00 0.00 1 57.76 15.00 15.00 0.00 1 58.02 20.00 20.00 0.00 1 58.26 25.00 25.00 0.00 1 58.52 30.00 30.00 0.00 1 58.77 35.00 35.00 0.00 1 59.01 40.00 40.00 0.00 1 59.16 43.30 43.30 0.00 1 59.48 50.00 50.00 0.00 1 60.00 61.00 60.99 0.00 Overtopping Culvert Summary Table: Culvert 3 Total Discharge (cms) Culvert Discharge (cms) Headwater Elevation (m) Inlet Control Depth (m) Outlet Control Depth (m) Flow Type Normal Depth (m) Critical Depth (m) Outlet Depth (m) Tailwater Depth (m) Outlet Velocity (m/s) Tailwater Velocity (m/s) 0.00 0.00 67.66 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 4.00 4.00 68.12 0.459 0.076 1-S2n 0.149 0.272 0.173 0.522 2.569 1.277 8.00 8.00 68.39 0.729 0.313 1-S2n 0.230 0.432 0.290 0.817 3.061 1.631 12.00 12.00 68.62 0.955 0.585 1-S2n 0.299 0.566 0.394 1.070 3.385 1.870 16.00 16.00 68.81 1.154 0.842 1-JS1t 0.361 0.685 0.979 1.299 1.815 2.052 20.00 20.00 69.00 1.335 1.093 1-JS1t 0.418 0.795 1.195 1.515 1.860 2.201 24.00 24.00 69.21 1.505 1.549 1-S1t 0.471 0.898 1.400 1.720 1.904 2.325 28.00 28.00 69.40 1.667 1.745 1-S1t 0.522 0.995 1.598 1.918 1.947 2.433 32.00 32.00 69.60 1.825 1.941 1-S1t 0.571 1.088 1.790 2.110 1.986 2.527 32.94 32.94 69.65 1.862 1.987 1-S1t 0.583 1.109 1.835 2.155 1.995 2.548 40.00 40.00 70.02 2.138 2.359 1-S1f 0.665 1.263 2.000 2.481 2.222 2.687 Water Surface Profile Plot for Culvert: Culvert 3 REDESIGN CULVERTS Culvert 1 : Culvert Summary Table: Culvert 1 Total Discharge (cms) Culvert Discharge (cms) Headwater Elevation (m) Inlet Control Depth (m) Outlet Control Depth (m) Flow Type Normal Depth (m) Critical Depth (m) Outlet Depth (m) Tailwater Depth (m) Outlet Velocity (m/s) Tailwater Velocity (m/s) 0.00 0.00 67.66 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 4.00 4.00 68.12 0.459 0.076 1-S2n 0.149 0.272 0.173 0.522 2.569 1.277 8.00 8.00 68.39 0.729 0.313 1-S2n 0.230 0.432 0.290 0.817 3.061 1.631 12.00 12.00 68.62 0.955 0.585 1-S2n 0.299 0.566 0.394 1.070 3.385 1.870 16.00 16.00 68.81 1.154 0.842 1-JS1t 0.361 0.685 0.979 1.299 1.815 2.052 20.00 20.00 69.00 1.335 1.093 1-JS1t 0.418 0.795 1.195 1.515 1.860 2.201 24.00 24.00 69.21 1.505 1.549 1-S1t 0.471 0.898 1.400 1.720 1.904 2.325 28.00 28.00 69.40 1.667 1.745 1-S1t 0.522 0.995 1.598 1.918 1.947 2.433 32.00 32.00 69.60 1.825 1.941 1-S1t 0.571 1.088 1.790 2.110 1.986 2.527 32.94 32.94 69.65 1.862 1.987 1-S1t 0.583 1.109 1.835 2.155 1.995 2.548 40.00 40.00 70.02 2.138 2.359 1-S1f 0.665 1.263 2.000 2.481 2.222 2.687 Culvert 2 : Culvert Summary Table: Culvert 2 Total Discharge (cms) Culvert Discharge (cms) Headwater Elevation (m) Inlet Control Depth (m) Outlet Control Depth (m) Flow Type Normal Depth (m) Critical Depth (m) Outlet Depth (m) Tailwater Depth (m) Outlet Velocity (m/s) Tailwater Velocity (m/s) 0.00 0.00 62.17 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000 5.00 5.00 62.67 0.501 0.129 1-S2n 0.207 0.294 0.220 0.602 2.274 1.383 10.00 10.00 62.97 0.796 0.368 1-S2n 0.323 0.467 0.357 0.947 2.803 1.760 15.00 15.00 63.21 1.042 0.690 1-JS1t 0.423 0.612 0.813 1.243 1.844 2.011 20.00 20.00 63.45 1.255 1.277 1-S1t 0.514 0.741 1.085 1.515 1.844 2.201 25.00 25.00 63.67 1.452 1.500 1-S1t 0.599 0.860 1.340 1.770 1.865 2.354 30.00 30.00 63.91 1.636 1.740 1-S1t 0.680 0.972 1.585 2.015 1.893 2.482 35.00 35.00 64.15 1.814 1.978 1-S1t 0.758 1.077 1.821 2.251 1.922 2.591 40.00 40.00 64.39 1.990 2.224 1-S1f 0.834 1.177 2.000 2.481 2.000 2.687 43.49 43.49 64.60 2.113 2.433 4-FFf 0.886 1.245 2.000 2.639 2.175 2.747 50.00 50.00 65.02 2.347 2.847 4-FFf 0.980 1.366 2.000 2.927 2.500 2.847 The difference before and after the design for culvert 1. After Redesign Before Redesign   3 3 Number of Barrels 3000 2500 Span (mm) 2000 1340 Rise (mm) 70.30 m 70.00m Crest Elevation 69.65 m 70.43m Head Water Elevation The difference before and after the design for culvert 2. After Redesign Before Redesign   4 4 Number of Barrels 2500 1830 Span (mm) 2000 1830 Rise (mm) 65.30 m 65.00m Crest Elevation 64.60 m 65.47 m Head Water Elevation STORM NETWORK FOR FAR'OUN STREET The problem of storm water on Far'oun street Methodology Finding the storm data Preparing data as layers of the street Using storm cad to design the network depending on layers of (contour ,and road) Checking the design to admire the criteria of velocity and cover. Criteria of design Design period(years) 20 Maximum velocity in conduits(m/s) 3 Minimum velocity in conduits (m/s) 0.6 Maximum allowable cover (m) 5 Minimum allowable cover(m) 0.8 Minimum allowable slope (%) 1 Maximum allowable slope (%) 15 Conduit Material Concrete Suggested Outfalls Steps Done First: Adding Data Second : Delineation the Catchments and Drawing manholes, Catch Basin, and conduits Third: Define storm data Fourth: Inserting Elevation for each Manhole and Catch Basin . Fifth: Calling conduit catalog Sixth: Calling Inlet Catalog Seventh: Defining design constrains Eighth : Inserting Conduit Type ,Material and Size For Each conduit Ninth : Inserting Runoff Coefficient and Time of Concentration for each Catchment Tenth : Base Calculation Option Results The conduits we used . Diameter (in) Length (m) 8 1593.6 10 1313.6 12 614.4 15 193.8 Velocities in pipes Cover Start Cover Stop Slope Profile of storm network Profile of drop manhole . Cost Estimate Cost of project The total cost = 590410 $   Unit price Quantity Cost Manholes 600$/unit 46 unit 27600$ Catch basin 250$/unit 22 unit 5500$ Conduits 150 $/m 3715.4 m   557310$   Discussions and Recommendations. Discussions of Culverts Analysis According to the results of analysis of culverts we noticed the efficiency of culvert 1 is very bad so that need to redesigned , also culvert 2 has a bad efficiency and need to redesigned , culvert 3 has a good efficiency . The region of Wadi Al-Teen is very close to Nablus , it has a close annual rainfall depth. The efficiency of culverts affected by the surrounding area as illustrated in image . Discussions of Storm Network We use Rational Method to design a storm system .   The Runoff Coefficient (C) used is 0.7   We determine the time of concentration for each catchment by : C: The Rational Coefficient . L: overland flow length in ft . S: surface slope in % . THANK YOU image2.png image3.gif image4.jpeg image5.gif image6.jpeg image7.jpeg image8.png image9.png image10.png image11.png image12.png image13.png image14.emf Cover description Curve numbers for hydrologic soil group A B C D Streets and roads Paved; curbs and storm sewers (excluding right-of-way) 98 98 98 98 Paved; open ditches (including right-of-way) 83 89 92 93 Gravel (including right of way) 76 85 89 91 Dirt (including right-of-way) 72 82 87 89 Urban districts Commercial and business (85% imp.) 89 92 94 95 Industrial (72% imp.) 81 88 91 93 Residential districts by average lot size 1 ⁄ 8 acre or less (town houses) (65% imp.) 77 85 90 92 1 ⁄ 4 acre (38% imp.) 61 75 83 87 1 ⁄ 3 acre (30% imp.) 57 72 81 86 1 ⁄ 2 acre (25% imp.) 54 70 80 85 1 acre (20% imp.) 51 68 79 84 2 acres (12% imp.) 46 65 77 82 image15.jpeg image16.jpeg image17.jpeg image18.jpeg image19.jpeg image20.png image21.png image22.png image23.jpeg image24.png image25.jpeg image26.jpeg image27.jpeg image28.jpeg image29.png image30.jpeg image31.jpeg image32.png image33.png image34.png image35.png image36.png image37.png image38.png image39.png image40.png image41.png image42.png image43.png image44.png image45.png image46.png image47.png image48.png image49.png image50.png image51.png image52.png image510.png /docProps/thumbnail.jpeg