level pool routing report

The Tables are attached on following page. The result of T-1 and T-2 is different. T-1 does not have any significant change in water level the greatest change was -5cm/h at 4A. Half of locations do not have any change. On the other hand, only 1 location does not have change in the other group’s table. Most of velocities from T-2 are negative. Therefore, the water level is decreasing. No matter the experiment time is almost same (None of data has difference more than 10 minute For example, in T-1, the time in for 1A is 14:39 pm and in T-2, the time in for 1A is 14:33 pm), the result from each table has large difference. I assume the difference cause by having different tide cycle on both days.

Level of Solution Each Time Interval | Low pHLevel of Gas in mL | Medium pHLevel of Gas in mL | High pHLevel of Gas in mL | Time Zero | 1.5 | 1.5 | 1.6 | 5 Minutes | 2.7 | 2.5 | 3.5 | 10 Minutes | 3.1 | 3.4 | 4.5 | 15 Minutes | 3.5 | 4 | 5.8 | 20 Minutes | 4 | 4.5 | 7 | 25 Minutes | 4.5 | 5 | 7.9 | Total Gas in mL | 3 | 3.5 | 6.3 | Table 1: This table shows the position that the solution was at inside the graduated tube it was held in at each time interval it was measured.

METHOLODOGY The methodology used was to utilize the Recurrence Interval formula (R) = (N+1)/M, to determine the recurrence interval and magnitude of historical floods provided on the Stream Gauge Data of Peak Flood Discharges on Clearwater River in Hazard City. Also, I reviewed the flood insurance map to

The Oroville Dam near-break earlier this year occurred when the Oroville Dam in California suffered increased strain due to heavy rainfall and increased meltwater runoff (McDonald, 2017). The Oroville reservoir reached its capacity at about 901 feet when the water started to spill down (Johnson,2017). As a result, the sluice gates opened. The gates were poorly structured and could not handle the pressure of the incoming water passing through. The mitigation methods were not successful. The emergency spillway was supposed to serve as an alternative route to help deviate the water passing. The spillway itself had suffered from erosion and had little ability to withstand the pressure. The most efficient way to prevent a crisis of this magnitude

Group 1 received 107% for 0.0m, 109% for 0.25m, 112% for 0.5m, and 126% for 0.75m. Group 2 received 100% for 0.0m, 107% for 0.25m, 116% for 0.5m, and 117% for 0.75m. Group 3 received 100% for 0.0m, 106% for 0.25m, 114% for 0.5 m, and 117% for 0.75m. Group 4 received 100% for 0.0m, 106% for 0.25m, 113% for 0.5m, and 116% for 0.75m. Group 5 received 98% for 0.0m, 105% for 0.25m, 110% for 0.5m, and 115% for 0.75m. Group 6 received 104% for 0.0m, 108% for 0.25m, 111% for 0.5m, and 104% for 0.75m. The trend line that occurred for the rate of osmosis was an upward increase as the solute concentration increased.

Time of swale flow, t_s Manning’s equation is applied for the design of vegetated swales. Q=(AR^(2/3) S^(1/2))/n Where A=area of the sub catchment area (m^2), R=(Cross section of swale)/(Wet perimeter of swale), S=longitudinal slope of swale and n=roughness coefficient of swale

The city of Houston, DIVISION 2. - STANDARDS IN SPECIAL FLOOD HAZARD AREAS (Sec. 19-32) is responsible for the regulations that are provided to prevent hazards in flood zoned areas. The city has regulations that state that construction must be built to reduce the damage when flooding occurs and make special modifications to building construction to prevent flotation, collapse or movement of a structure. The sewage system must be designed to eliminate the infiltration of sewage whenever there may be a flood. The water supply systems must be designed to prevent or eliminate infiltration of floodwaters into the system. The sanitary sewer systems must be designed to eliminate infiltration of floodwaters that may enter the systems. Also, the electrical,

Resettlement issues As described in point 2 the water level will rise and a water basin will be created. The people who live in the effected area need to be resettled as their houses will be flooded.

Figure 1: From the 2010 report Drainage Area of Study A portion of the storm drainage system located within the LA-2A Lake Alice subbasin was selected, Figure 2. It is in the north-east corner of UF main campus. For this thesis, the drainage area of study will be named as AS.

This method is necessary because it will let me draw up a cross-section graph which allows me to find the occupied channel width (a key question), wetted perimeter and hydraulic radius of the river so I can see how this changes as I go downstream. The higher the hydraulic radius the lower the amount of water contacting the bed and banks so the river should be more efficient because it has less friction and water can move at a higher velocity. Therefore, I can see how the efficiency of the river changes downstream.

The precise and depictive accumulation of a stream flow data is vital in illustrating the water resources of a region. Hydrometric gauging stations are locations containing tools and equipment used to calculate the flow of water in rivers, lakes, canals and streams. The aim of this assignment is to develop

Concurrently, forecast of water-level in reservoirs is a very challenging task, since it is impacted by not only stream flow volume but also on other factors such as flow velocity, stream flow path, rainfall, temperature, watershed characteristics, tributaries and the like (Bates et al. 2008; Piao et al. 2010; Chamoglou et al. 2014). Tributaries, that convey suspended sediment, severely shorten the reservoir life through siltation and rapidly reduce its storage capacity (Panagopoulos et al. 2008). Water losses through evaporation may also occur in a reservoir (Christensen

Prediction of final oil recovery If injection rates during the latter part of the flood are relatively stable, then 1/Wid function can be approximated by a straight line, which can be fitted by equation of the form:

Hydraulics of Submerged Radial Gates with a Sill Abstract In this paper the submerged flow through radial gates with and without a gate sill was experimentally investigated. The effect of different gate sill heights on contraction coefficient, discharge coefficient, submerged jump length, backup water depth, flow energy dissipation, and velocity distribution with different hydraulic parameters were analyzed and graphically presented. A combination of dimensional and regression analysis tools was employed to develop reliable formulas for estimating the studied parameters. This paper concluded the negative influence of sills under submerged radial gates and justified the local scour phenomena occurred immediately downstream the stilling basin of some existing submerged radial gates with a gate sill in Egypt.

MAINTAINING FLOODGATES FOR WATER CONSERVATION AT DAMS ARUNA G.NARESH M.Tech Student,EEE, Asst.Prof,EEE, Aarushi Engineering college, Aarushi Engineering college, Warangal, Telangana, India. Warangal, Telangana, India. Mail.id:arunakoripelli128@gmail.com Mail.id: nareshsce@gmail.com ABSTRACT: Once the level within the dam surpasses certain level, the dam is at risk of collapsing. To avert this, we ought to constantly monitor dam level to ensure that dam structure doesn 't cave in underneath the pressure from the water. A dam is really a barrier that impounds water or subterranean streams. The primary water quality related parameters that should be supervised are Temperature, Turbidity and ph. This paper describes the theoretical aspects associated with the work we 're doing and also the particulars concerning the illustration showing the automation of dam gates. Dams generally serve the main reason for retaining water, while other structures for example floodgates or levees (also referred to as dikes) are utilized to manage or prevent water flow and drainage into specific land regions. You can do this by manipulating the ton gates when the level surpasses certain limits.