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Q1:Instructions Need to use google earth software Delineate the watershed to the yellow pin provided in the KMZ file attached (Big Dalton Watershed: Big Dalton Reservoir.kmz Download Big Dalton Reservoir.kmz.) You can use Google Earth, AutoCAD or Micro station. (Remember to scale the drawing accordingly). Calculate the following parameters: Watershed Area (acres and sq miles) Watershed Length (ft and miles) Watershed Slope Channel Length Channel Slope Elongation Ratio (explain what the value means) Delineate the watershed in Google Earth use this link to bring in the topography: http://www.earthpoint.us/TopoMap.aspx (Links to an external site.) To help with the delineation here is a PDF so you can sketch by hand: BigDalton.pdfBigDalton.pdf Submit a full size PDF of your watershed with the topo and delineation. Make sure that I can read your delineation (both the topography and line work needs to be visible). Include a summarizing table of all the watershed characteristics and the equations used. Explain what the elongation ratio value means. Include this in one PDF file.See Answer
Q2:Question 2 (2.5 pts): Wave long term analysis and return period. In a certain location, the PoT analysis (with waves over 2 meters) has identified 1800 storms within an interval of 20 years. Using the Weibull distribution and the PoT analysis, an statistician has determine the values of A=1.23, B=1.19 and $\alpha=1.22. You need to design a breakwater to protect a nuclear plant which has to resist a wave exceeded with a return period of 200 years. What is the height of the wave you need to consider?See Answer
Q3:Question 3. The stream flows due to three successive storms of 3.5, 4.5 and 2.5 cm of 6 hours duration each on a basin are given below. The area of the basin is 45.4 km². Assuming a constant base flow of 10 cumec, and an average storm loss of 0.25 cm/hr, a) Derive 6-hour unit hydrograph b) c) Provide the plots of storm event1, 2, 3 and combined storm graphs with the derived the 6-hour unit hydrograph Derive 3-hour and 9-hour unit hydrograph using S-curve method Display 3-hour, 6-hour, 9-hour unit hydrograph together including the S- curve ordinate and lagged S- curve ordinate together Time (hr) 0 3 6 9 12 15 18 21 24 27 30 33 36 39 Stream flow (cumec) 10 14 18 32 46 54 58 49 36 25 17 12 11 10See Answer
Q4:Question 1. A river has a heavily-polluted discharge of wastewater from industrial area entering it at a flow rate of 0.5 m³/s as shown in Figure 1. The 5-day BOD and DO of this discharge at 18.7°C are 168 mg/L and 1.9 mg/L respectively. The river flow upstream of the discharge may be taken as 5.6 m³/sec and have a 5-day BOD of 2.4 mg/L and DO of 7.4 mg/L at 15.6°C. The river may be taken as having a width of 11m and a depth of flow of 1.5m in a rectangular channel. The following information is derived from the laboratory results and river field survey: o Deoxygenation constant (K₁) = 0.33day-¹ at 20°C (e-base) o Reaeration constant (K₂) = 0.57 day-¹ at 20°C (e-base) o K₁ and K₂ at temperature T can be changed using the following equations: (T-20) K₁,7 = K₂0 (1.135) (T K2,7 = K₂0 (1.024) (-20) 0.5 m³/s Industrial area 5.6 m³/s Mixing zone/n1. Current discharge condition: a) Calculate DOM, BODM, initial DO deficit (Do), ultimate BOD, and BOD5 loading rate (kg/day) at the mixing point. b) Calculate the distance downstream (xc) where the minimum dissolved oxygen concentration will occur and show it in the graph of DO concentration against distance downstream. c) Provide the table for DO concentration against distance downstream (DO Sag curve) including DO deficit, Dc, DOmin, Tc, and Xc for the first 220 km downstream of the mixing point. d) Construct a clearly-labelled DO Sag curve (plotted with a point and value of DOmin, Dc, and Tc) of DO concentration against distance (km) downstream from the mixing point for the first 220 km downstream of the mixing point, making clear the values of all the parameters you have used. (refer to the graph presented in Tutorial solution Q1.14) Assume there are no other discharges downstream. Dc, DOmin, Tc, and Xcare same variables used in Lecture Note and Tutorials 2. Management Scenario 1: e) Calculate the allowable ultimate BOD (mg/L), BODs concentration, and allowable BOD loading (kg/d) at the mixing zone if the minimum DO concentration must be kept at 4.5mg/L at a point where the minimum dissolved oxygen concentration will occur. f) Calculate the amount of BOD5, in kg/d, of wastewater (qwBODw) and the allowable BODs concentration of wastewater (BOD) that can be discharged to/nthe mixing zone if the minimum DO concentration must be kept at 4.5mg/L at a point where the minimum dissolved oxygen concentration will occur. g) For Management Scenario 1, provide the table for DO concentration against distance downstream (DO Sag curve) including DO deficit, Dc, DOmin, Tc, and Xc for the first 250 km downstream of the mixing point. h) For Management Scenario 1, plot a clearly-labelled DO Sag curve (plotted with a point and value of DOmin, Dc, and Tc) of DO concentration against distance (km) downstream from the mixing point for the first 220 km downstream of the mixing point if the minimum DO concentration must be kept at 4.5mg/L at a point where the minimum dissolved oxygen concentration will occur. i) Plot both the DO Sag curve for Management 1 from g), and the DO sag curve produced for current discharge condition from d) together for the comparison. (refer to the graph presented in Tutorial solution Q1.17) (Recommend the DO Sag curves presented in a separate page in landscape orientation for a good visualisation) 3. Management Scenario 2: j) Calculate the allowable ultimate BOD (mg/L), BOD5 concentration, and allowable BOD loading (kg/d) if the DO concentration must be kept at 6.5mg/L at a point 110km downstream. k) Calculate the amount of BOD5, in kg/d, of wastewater and the allowable BOD5 concentration of wastewater that can be discharged based on the current wastewater flow rate if the DO concentration must be kept at 6.5mg/L at a point 110km downstream below the mixing point M. 1) For Management Scenario 2, provide the table for DO concentration against distance downstream (DO Sag curve) including DO deficit, Dc, DOmin, Tc, and Xc for the first 220 km downstream of the mixing point. m) Plot the DO Sag curves for Management 2 from i), for Management 1 from g), and the DO sag curve produced for current discharge condition from d) together for the comparison. (Recommend the DO Sag curves presented in a separate page in landscape orientation for a good visualisation)/n4. Management Scenario 3: As shown in Figure 2, based on current discharge condition, in order to increase DO concentration in a tributary stream before the mixing zone, the engineer constructed a free- falling three-step weir at the outfall before the mixing zone. The weir height is 1.4m. The tributary stream is less than moderately polluted (refer to Tutorial Q1.18 & 1.19). 0.5m³/s Industrial area 5.6m³/s weir M Figure 2/nn) Calculate DOM, BODM, initial DO deficit, ultimate BOD, and BOD5 loading rate (kg/day) at the mixing point for Management Scenario 3 o) For Management Scenario 3, generate the table for DO concentration against distance downstream (DO Sag curve) including DO deficit, Dc, DOmin, Tc, and Xc for the first 250 km downstream of the mixing point. p) For Management Scenario 3, construct a clearly-labelled DO Sag curve (plotted with a point and value of DOmin, Dc, and Tc) of DO concentration against distance (km) downstream from the mixing point for the first 220 km downstream of the mixing point, making clear the values of all the parameters you have used. q) Plot the DO Sag curves for Management 3 from 0), the DO Sag curves for Management 2 from i), Management 1 from g), and the DO sag curve produced for current discharge condition from d) together for the comparison. (Recommend the DO Sag curves presented in a separate page in landscape orientation for a good visualisation) Evaluation and comparison of Management Scenarios r) Generate the comparison table for initial DO deficit, BODw, the amount of BOD5, in kg/d, of wastewater (qwBOD), BODM, ultimate BOD, BOD loading rate (kg/d), Dc, and DOmin for current discharge and Management Scenarios 1 - 3 s) Provide the combined table for DO concentration against distance downstream (DO Sag curve) including DO deficit, Dc, DOmin, Tc, and X. for the first 220 km downstream of the mixing point for current discharge and Management Scenarios 1-3. t) Provide the analysis and discussion in terms of effectiveness of controlling the wastewater discharge (based on BODw and the amount of BOD5, in kg/d, of wastewater) by comparing Management Scenarios with current discharge condition. The following Streeter-Phelps relationship may be assumed: Do 0₂ K.L K₂ - K₁ - ( e-K₁² - e-K ₁² ) + Do₂ е 9.00 -kySee Answer
Q5:The waves for design are expected to have a period of 15 s and coming with an angle of 45 degrees with respect to the vector perpendicular to the shoreline. Top view Offshore waves 45° Pier Horizontal view L>50 m 0.07 Problem 1. Offshore design wave (1 Points). As a first step, determine the deep water wave whose wave height has a return period of 100 years. Use the Weibull distribution parameters and storm occurrence rate from the table to calculate the design wave. Problem 2. Determination of pier length (2 points). The pier includes a docking site at its end. As a safety measure, the dock (end of pier) must be 50 m away from the breaking zone and the sediment closure depth. Determine the length of the pier and the depth at the docking site. Hint 1: For the breaking criterion use k=0.78-H/h. You can use the approximation of section 3.4.2 (i.e. the angle is approximately 0 at the breaking zone). Use the wave height of Prob. 1 Hint 2: For the closure depth use the "deeper seaward closure depth" and the formula of Hallermeier and Birkemeier. Compute He with Hs and as from the table. Problem 3. Condition at the end of the pier (2 Points). Determine the actual wave propagation angle of the design wave at the end of the pier and the wave height. Note that you need to solve problem 2 to know where is the end of the pier.See Answer
Q6:Problem 1: A well is dug in the ground. The ground surface elevation is 1340 ft. The water surface level in the well has an elevation of 1319 ft. The bottom of the well has an elevation of 1298 ft. What are the hydraulic head, pressure head, and pressure in the aquifer at the location of the well? Problem 2: The intrinsic permeability of a soil sample is 3.5×10 ft². What is the water discharge per unit width, in cubic ft per day, through a confined aquifer of similar soil properties for hydraulic head difference of 0.51 ft over a length of 750 ft? The water temperature through the soil is 50°F and the porosity of the soil is 0.30. The average depth of the aquifer is 35 ft. Also, find the time in days the water will take to move 500 ft. Problem 3: Find the hydraulic conductivity of the soil sample shown below. The porosity of the soil sample is 0.31. The piezometers readings are W₁ = 20 cm and w₂ = 28 cm. The discharge is 0.55 liters/day and Ax 65 cm. The soil sample is contained in a tube of 15-cm diameter, where = 42 degrees. Find the time it takes for a water particle to travel the length of the sample. Ar 0 1/2 Problme 4: Find the equivalent K value for the system shown below, where K₁ = 20 m/day, K₁ =33 m/day, K₁ =38 m/day, K₁ =25 m/day, K, 30 m/day, b₁ = 22 cm, b₁ = 35 cm, b₁ = 42 cm, b₁ = 33 cm, b, = 28 cm and b₁ =45 cm. Flow b₂ Κι K₂ Ks KA K3 bn b₁ b₁ b5See Answer
Q7: STORMWATER MANAGEMENT REPORT Prepared for: I. Introduction The project consists of an expansion of an existing parking lot as shown on the site plan, Since the proposed parking lot expansion exceeds the ¼ acre threshold for new impervious cover (NJDEP - BMP manual), a stormwater management system (SMS) will be proposed for the site. The project is located adjacent to a residential neighborhood off of Blair Road. The offsite area to the north of this site contains an existing stormwater management pond that serves the existing site and some of the surrounding offsite areas. The current drainage from the existing site is collected and delivered to that pond through the use of a stormwater pipe and overland flow. Since the existing pond is unavailable for the parking lot expansion, an additional system is being proposed and analyzed in this report. This section will consist of a sealed underground (oversized) storm sewer and a downstream water quality device provided by Contech Engineered Solutions (Model CDS-8-C/see plans). II. Design Standards The BMP manual promulgated by NJDEP requires the following design standards: 1. Flowrate and Volumetric control of 2, 10 and 100 year for the increased impervious area. 2. Water Quality (WQ) treatment for the WQ storm. 3. Groundwater recharge of the existing runoff. The design of a system to meet the abovementioned requirements can be accomplished by many methods as outlined in the BMP manual. Normally a site engineer would propose a surface infiltration pond for such a site if physical conditions allowed for such a facility. The western side of the site will not have enough surface area to provide for a surface storage/infiltration volume. In addition, the amount of increased flow is a relatively small number especially compared to the rest of the existing site. Furthermore, a subsurface soil investigation performed on March 1, 2017 (witnessed by a representative of CME Associates) indicated a sandy loam soil with mottling from the 2 to the 10 foot depth in all of the 3 test pits. One of the soil logs (#2) had water entering the test pit at the 2 foot depth. A permeability rating* of the soil samples was performed by Key-Tech and indicated a relatively low permeability for soils typically found in Monmouth County, (See appendix/plans for soil log data/location and the lab results). *Not used for design purposes III. Design Proposal site. Based upon the above the following stormwater management system is proposed for this 1. An underground, sealed stormwater pipe that will provide flowrate and volume control for the increased impervious area. This proposal will not have a subsurface disposal (infiltration) system because of the poor soil conditions. Therefore, the required two-foot separation from the seasonally high groundwater table is not a factor in the proposed design. 2. Provide a WQ control device downstream of the control structure for 1 above (Contech). 3. The Monmouth County Soil Survey Maps indicate a D soil at this site which will not be effective for groundwater recharge. Since groundwater recharge on the site will not be successful for the reasons outlined in II above, it is proposed that this requirement will be indirectly met by utilizing the existing off-site pond for this purpose. The effectiveness of any other on-site system for groundwater recharge is highly questionable. The calculations shown in the Appendix of this report analyzes the proposed system. IV. Conclusions The analysis contained in this report demonstrates that the SMS has been designed to meet current stormwater regulations. The reduction in flow from the proposed parking area to values less than existing conditions precludes any further analysis of offsite, downstream stormwater facilities. Design Note The analysis of the outflow hydraulics for the control structure does take into account a tailwater elevation by utilizing ASCE partial element diagram (see page 3 of the appendix). This tailwater elevation (34.2) was manually entered into the routing program (see page 11). APPENDIX FRONT OF THE (SEE SITE PLAN TAB RAM os LOT 6 BL 12 1. PROJECT DESCRIPTION THE PROJECT CONSISTS AN EXISTING ABERDEEN, N.J. 1 9/5/17 3/1/17 5/2/17 7/11/17 OF EXPANDINL LOT IN BUILDING CONSTRUCTION PARKING CURRENT THIS WILL INCREASE THE IMPER Vious AREA A IS FOR BY 15, 470 ft² C0.355 AC) STORMWATER PROPOSED MANAGEMENT SYSTEM WESTERN SIDE Of THE SITE N 2, CRITERIA/DATA 3. DESIGN ABERDEEN TWSP ENG. STANDARDS NJ DEP MANUAL (REFERENCE) STORMWATER MANAGEMENT SYSTEM (SMS) CONSIST OF THE SMS WILL AN UNDERGROUND STORAGE CONDUIT LOCATED NEW PAVEMENT AREA UNDER AS THE SHOWN ON THE SITE PERFORMED AT PLAN. THE SOIL TESTIN SMS INDICATES A (SEE SOIL 5012 MAPS CHYDROLOGICAL HIGHLY IM PERMEABLE LAB REPORTS/KEY TECH AND LOG LOCATIONS). SOIL (KemB) FOR THIS SCS KEYPORT RATING D). THIS MAP SOILS. THE INDICATE FURTHER VERIFIES A SITE THE FIELD OBSERVATIONS. 4 DESIGN HYDROLOGY * Q.. DRAINAGE AREA = 15,470 ft² (0.355A) вра SOIL TYPE D STORAGE ONLY SCS турт di RCN = 80 CEXISTING), 98 (PARKING LOT) * INCREASED IMP, AREA STORM/n ◄ Outlook 1:24 23:26 Olenik, Thomas J's desktop и QCamera Layout .II 5G & POND роите THROUGH DOES XX EXIST ELEV Q DEV THE VS VOL VS DISCHAR HYDROG. LEAVING POND POND LESS THAN Q EX PEAK? Enter IF NOT RAISE POND VOL +1OR ENG REPORT ADJUST CONTROL STRUCT. MAYI NOON DEADLINE No CRYING 1:24 PM 82°F Mostly sunny 4/25/2024 Olenik, Thomas J: It is May third at eight thirty a. m. eight two oh five K. Q <» 1:27 ◄ Messages 33:43 Olenik, Thomas J's desktop и QCamera Layout & CE 321 PROJECT STATUS COMPLETED GRADING PLAN STORM SEWER INVERT ELEK و Layout DESIGN STORM SEWERS MAKE SENSE POND: ELEV VS. VOL NEXT Sum Q DEV HYDROGRAPHS EXIST C 1:27 PM VIX -4.25% 4/23/2024 the stormstore is done by the software, and then this is the key hard question Q B 1:46 52:26 Olenik, Thomas J's desktop и Layout & QCamera WEIR 99.5 QLEAVING C ELEV. 97 = Q 3" +Q12" + QUEIR ← 20 cfs, 1:46 PM VIX -4.60% 4/23/2024 Olenik, Thomas J: All of it has to be less than or equal to twenty CFS, which was our que existing. Q B 口 1:05 08:02 Olenik, Thomas J's desktop Layout и ... LTE & QCamera 109 4-1 PIPE 1 Son INV TOP OF INLET CIVIL INV. 106.05 L= 200 ft So₁ INV 105.10 INV105.00 > I-2 105.10. PIPE INVI-3 PIPE 3 105.60 Son DATA INVERT 100.68 POND 3D (BOTTOM ELEV STREAM INVERT. 94.36 HEADWALL 98) CONTROL STRUCT % PIPE INVERTS 2. PIPE LENGTHS So 3. COMPUTE PIPE 1 EX: 4. MAKE STICK 5. FOR EACH PIPE So = 106,05 -105.10 = 0.00475 SURE out 200 ft PIPES DO NOT OF THE GROUND/COVER DETERMINE D. A. FOR EACH INLET BASED UPON GRADED SAME FOR Tc, C Q0+ Q MAP 1:05 PM 66°F Cloudy 4 4/11/2024 Olenik, Thomas J: And of course the key thing is the slopes of your pipe because that' Q <»> 1:06 1 ClockShark yahoo! n QCamera EWERS 2 414 EN. EAM. A ... LTE Credit Card Invitation now pankaj0974@yahoo.com, Apply NOW - $700... COMPUTE/RUN 7. USE COMMANDS 8. TO SIZE/DESIGN PIPES (WILL GIVE You PIPE SIZE, PLAN, AND PROFILES) DOES HT MAKE SENSE? POND DESIGN STORMWATER MANAGEMENT 1:06 PM Temps to drop 4 4/11/2024 the compute run command and that the computer will, the software will Q <»/n-80.00- 75.00- 5.00 EXISTING CULVERT 85.00 EXISTING STREAM 87 100.00- 95.00- EXISTING ROAD 702 Residental elev. 92 elevation Az Residential Rex denta eley. 102 Residenti exey 107 103 102 Residential elev 103 6747.51 SF Residential elev 111 119 Residenti elev 113 Ele T075 Road Residential elev 114 SCALE 1"-60'/nProject Description Each student is to independently develop a site plan that will be used to design a stormwater management system (SMS) according to the parameters cited below. This project is an individual one that should be original in nature. Civil 3D software must be used for this project. Project Parameters Site Area: As shown on the file drawing Project Type: Residential and/or Commercial Zoning Regulations/Restrictions: Local (Research) Project Features (to be developed) 1. Topography (existing and developed) 2. Building and Road Locations 3. Storm Sewers 4. Swales 5. Stormwater management of flow, volume, water quality and groundwater calculations according to NJDEP standards. Resources: 1. NJDEP BMP Manual 2. Civil 3D 3. NJDCA RSIS Design Materials 1. Plans and profiles of storm sewers and swales, road and building locations 2. Topography(existing and proposed) 3. Engineering report including Civil 3D software analysis for the design of the storm sewers and the SMS (must be all inclusive)See Answer
Q8:Q5 Calculate temporary and permanent hardness of a sample of water which contains the following dissolving salts in milligrams per litre: Dissolving ions in water Mg(HCO3)2 Concentration, mg/L 73 CaCl2 Ca(HCO3)2 MgSO4 MgCl2 CIVE2470: Water resources 111 81 40 95 [15 marks] Problem SheetSee Answer
Q9: Phase 2 (Semester 2) Design of a bluegreen space for urban water management and public recreation Your client commissioned a detailed design proposal for a rewilding strategy to re-establishing wetlands on marginal agricultural land south of the Gosforth Park Nature Reserve. The wetlands will extend the bluegreen corridor of public parks from the river Ouseburn towards Gosforth Park Nature Reserve (Figure 1) to provide high quality greenspace for recreation, biodiversity, water cleansing and flood risk attenuation. Your design proposal should include hydrological runoff predictions, the earthworks for new stormwater retention ponds to retain and clean surface water runoff from urban areas in Killingworth-Forest Hall-Longbenton, a green travel plan for wetland visitors living within a 2 mile radius of the site, a bridge over Salters Ln to improve connectivity with neighbouring communities in Longbenton, and a continuous water quality monitoring setup that records the anticipated stormwater treatment benefits of the wetlands for the river Ouseburn. North R th Road Wideopen change North Gosforth B1318 Weetslade Country Park Sandy Lane Gosforth Park Nature Reserve 1777 B1319 South Gosforth7 Salters A1056 A189 A188 Figure 1: Case study area (OpenStreetMap) Phase 2 Tasks: Benton Lane GE Benton Park Road Burradon Camperdown ALATE Killingworth Interchange Camperdown 86 m Killingworth Station Road Forest Hall worth Way Killingworth Interchange Killingworth Village Benton 2 LARG A191 40 Station Roal Whitley Road Ba Ris You should work as a team to Water/geotechnical/environmental engineering • Urban hydrology: Predict combined sewer and surface water drainage flows at the outlet of the Killingworth-Forest Hall-Longbenton sub-catchment for rainfall events of variable intensity and duration, in line with historic rainfall data (provided on Canvas). Produce a histogram of anticipated discharge volumes per rainfall event. Discuss how frequently the predicted combined sewer flow would likely exceed the minimum retained continuation flow in the sewer. Discuss what impact the installation of rainwater harvesting systems for big commercial buildings in the catchment would have on the discharges in the combined and separated sewers. Assess the effect of climate change on the catchment hydrology. Design criteria: Historic rainfall data (provided on Canvas). The Killingworth-Longbenton sub- catchment area = 12 km² with a population of 24,000 people; area from a business park and some houses with separated sewers that drains into the letch = 1.0 km2, combined sewer area = 5.0 km². Approximately half of the built-up area is gardens/greenspace and half is hard surfaced. For the definition of rainfall events, consider a minimum interevent time of 24 hours with no more than 1 mm precipitation. The minimum retained continuation flow at the Salters Ln CSO is 636 litres per second. • Earthworks: Design swales leading to one or more stormwater retention ponds on the agricultural land on the flood plain between the Gosforth Nature Reserve and Golf Club to retain and treat the surface water drainage from the Killingworth-Forest Hall-Longbenton catchment which is currently discharged directly into the Ouseburn at Salters Ln allotments. Draw annotated profiles of these swales and ponds in line with, and perpendicular to the water flow direction. Develop a plan for the related site investigation and earthworks that minimizes the amount of soil being moved on/off the site. Design criteria: Your design of the swales and pond should be informed by the Ciria SuDS manual (provided on Canvas). Environmental: Predict the anticipated water quality benefits of routing surface water drainage from the Killingworth-Longbenton sub-catchment through the stormwater retention ponds, versus the current, direct discharge of urban surface water runoff into the Ouseburn. For validation, design monitoring stations to continuously record water quality at the inlet and outlet of the stormwater retention ponds. Your predictions and monitoring should consider a range of relevant water quality metrics that can be continuously measured with sensors. Develop a sketch of the proposed installations that details the various sensors, and the installations needed for anchoring these sensors below water in the pond inlet/outlet, the provision of off-grid power and the transmission of the monitoring data. Design criteria: Use the experimental data which you have collected in CEG2102 for the stormwater retention ponds at Great Park and literature data to assess the water quality benefits of these ponds in terms of reducing the load of phosphorus, nitrogen, and faecal coliform bacteria discharged into the Ouseburn. Transport/structural/geospatial engineering • Mobility plan: Develop a Travel/Mobility Plan for visitors to the rewilded bluegreen space between the Gosforth Nature Reserve and Golf Club. This plan should consider the diverse needs of communities living within a 5-mile radius of the site and various modes to be used to access the site, any physical infrastructure required on site, and a strategy to encourage greener, cleaner, and healthier travel choices for visits to the site. You should include relevant targets for the plan to achieve, describe the key components of the plan to deliver those targets, details of how you will implement the plan, and proposals for how you will raise awareness and market the plan. You should also develop a proposal for mobility across the site that maximizes connectivity with existing and newly built travel infrastructure and public access to the educational and health benefits of the bluegreen space. Design criteria: Your travel/mobility plan should enable all community members living within a 5- mile radius to gain access to greenspace with a journey time of less than 30 min and at a cost of less than the hourly minimum wage for the return trip of two visitors. • Footbridge design: Design a pedestrian footbridge across Salter Ln to connect Heathery Lane with the footpath/cycling way between the Quorum Business Park and Longbenton. This should include details of the location, bridge deck width, bridge span and the relevant loadings. You should include a preliminary design to show the structural form and preliminary sizes, material selection and construction sequences. Details of two other possible solutions should be presented with a brief discussion justifying your preferred design on sustainability considerations (including economics) and the form and aesthetics fit with the overall Ouse Burn Way idea of connecting citizens with nature. Design criteria: You should consider the self-weight of the bridge and a pedestrian load of 4kPA as a minimum. Phase 2 deliverables: Your team should produce an exhibition to illustrate your design to external stakeholders. Your exhibition should include the following elements: Poster: A poster, A1 format, portrait orientation, illustrating your master plan for the site and key design elements. The emphasis should be on capturing the key ideas behind your design solution with emphasis on the integration of various design components into a wholistic systems design. Digital exhibit: A powerpoint slide show that can be played in rotation on a screen to illustrate the details of your design. This slide show should consist of 22 slides, 1 title slide, four slides per design component (Hydrology/Earthworks/Mobility/Structures/Environmental, 20 slides in total) that include an illustration, numerical details, and discussion of your design solution, plus 1 slide with the key references that underpin your design. You do not need to audio record a commentary for your slides, since you will be present in person at the exhibition to explain your designs. Team structure and meetings: The team structure and roles remain the same as for semester 1. The design tasks lends itself to the formation of two task groups, one for the water/geotechnical/environmental engineering design aspects and another one for the transport/structural/geospatial design aspects. Keep notes from all your team meetings, incl. the record of attendance.See Answer
Q10:Wk 2 Tasks to do For the next Design office session: 1. Qmedian calculation based on AM Flow series ● Attempted to calculate Qmedian based on the annual maximum flow series from your group's specific data. 2. FEH WINFAP5 • Set up WINFAP5 licence on one computer in your group • Input your group specific data and attempted a first review of pooling analysis. Conducted background reading on WINFAP5 from FEH Handbook: What is the 5T rule? Rules for discordance and heterogenity? Growth curves?/nWk 3 - Tasks to do 1. Qmedian calculation completed 2. Qmedian rural based on Catchment Descriptors n calculation 3. WINFAP5 - Complete pooling analysis. 4. FEH Rainfall-runoff Spreadsheet • Set up FEH Spreadsheet with your group specific data and rainfall data. Look at the spreadsheet sections and conduct background reading from the FEH and other relevant texts. 5. ReFH • Set up FEH Spreadsheet with your group specific data and conduct background reading from the FEH and other relevant texts./nInstructions by student : Need to do methodology and make graphs and related stuff only and WK 1. Tasks to be done are: - QMED from Weir equation and calculated Annual flow series from that. · Calculated QMED for rural - outline and sketch for town layout. What we didn't do yet: - WINFAP calculations - FEH software and Spreadsheet calculations Need to use WINFAP and FEH I have shared Main handout (Project File) which has all information we need to do report, budget for project,/nAnd update the FeH spreadsheet with our group specific data From the spreadsheet just calculate for every section our group data Our group is Group H. Look for data only for HSee Answer
Q11:8. (5 pts) What is the 4-hour unit hydrograph peak discharge rate (cfs/in)? 9. (5 pts) Sketch and label the 4-hr unit hydrograph on Figure 1. 10. (5 pts) Estimate the time lag, tin hrs, of this basin subjected to this storm? 11. (5 pts) What where the rainfall losses (in) from this storm? 12. (5pts) Estimate the 4-index for this basin in (in/hr).See Answer
Q12:6. (15 pts). The following hydrograph was observed from a 4.1" 4-hour rainfall period from a 2.2 mi² watershed. Identify the baseflow, if any; the peak discharge, time base and time to peak of the direct runoff. t(hrs) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Q(cfs) 60 63 70 129 300 360 273 195 123 87 70 66 400 350 300 250 (sp) D 150 100 50 64 63 62 Figure 1 Observed discharge Hydrograph 30 60 7. (10 pts) What is the volume of direct runoff in acre-ft and inches (rainfall excess) over the watershed? 0 0 3 6 9 12. 15 Time (hrs) 8. (5 pts) What is the 4-hour unit hydrograph peak discharge rate (cfs/in)? 18 21 24See Answer
Q13:CEEN 4362 Homework 5 (small project) The Zuhair Creek Watershed in the figure below (figure 1) has the parameters listed in the accompanying table. Sub- basin A B C D E F G Area Lag time (mi²) (min) 17 240 19 180 9 | 12 10 11 15 190 SCS Method Land use Wooded Residential% ac Cultivated land with conservation treatment Meadows Meadows Cultivated land (with conservation treatment) Cultivated land (without conservation treatment) Hydrologic Standard Lag soil group (hr) B C A Snyder's method A A A 4 3 2 3 Peak Coefficient 0.6 do 0.6 0.5 0.6 Muskingum Coefficient X 0.2 5 к (hr) 0.2 4 0.2 A 5-hr rainfall hyetograph in in/hr that occurred on January 30, 2023, is shown in figure 2 below. Assume the rain fell uniformly on the watershed. Use the information given to determine the predicted outflow at the watershed outlet using HEC-HMS. Assume no base flow. Use SCS method for unit hydrograph (transform component) for the sub-basins A, B, and C. Use Snyder's method for unit hydrograph (transform component) for Sub-basin D, E, F, and G. Use SCS method for Loss component window for all Sub-basins. Submit Homework as MS word with screenshots of: 1) HEC-HMS that shows the entire window including Basin model before starting the run. 2) HEC-HMS window that shows the Global Summary Result. 3) The results in graphs for each subbasin, reach, and Junction. 4) the project HEC-HMS file. 6 wa maSee Answer
Q14:Topic 5- SP 5C-Use of an S-graph to Change UHG Duration In SP-5A, a unit hydrograph (UHG) with 1-hour time steps was developed for the Los Angeles County Department of Public Works' Alhambra Wash above Klingerman St. in Rosemead, CA, rainstorm on January 23 to 24, 2021. Assume this is a 1-hour unit hydrograph from a 1-hour duration storm. a) Develop an S-graph from the 1-hour UHG time steps (UHG from SP-5A). Plot the S- graph. b) In the next part we will develop a 30-minute duration (1/2-hour) unit hydrograph from the 1-hour duration unit hydrograph using the S-graph from part A. But to do this reasonably accurately, you will need values for the ½ hour intervals in the S-graph. (The S-graph from part a) has values only at 1 hour time steps. From the S-graph of part b), estimate the values at the ½ hour intervals. Note they will not be "averages" based on linear interpolation; you will have to look at the S-graph and estimate the intermediate values. Develop a spreadsheet table of the S-graph with the additional ½ hour values and plot it. c) Using the S-graph with the half-hour values from part b), offset (lag) the S-graph ½ hour (the new UHG duration) and take the difference in cumulative flow values (SA -SB, as in the notes and example). This can be done using a spreadsheet quite easily. Then, once you have the SA -SB, values, adjust the values for the duration so that you have 1 inch of runoff in the new ½ hour duration as done in the notes.See Answer
Q15:Topic 5- SP 5B-Use of a Unit Hydrograph to Determine Storm Flow In SP-5A, a unit hydrograph with 1-hour time steps was developed for the Los Angeles County Department of Public Works' Alhambra Wash above Klingerman St. in Rosemead, CA, rainstorm on January 23 to 24, 2021. Alhambra Wash drains a primarily urban area from Pasadena through El Monte and has a watershed area of 15.2 square miles (9,728 acres). a) Use the unit hydrograph to determine the peak rate of runoff from a storm which has the following rainfall amounts: Period 1 (first hour) Period 2 (second hour) Period 3 (third hour) 1.83 inches 3.75 inches 2.05 inches Initial abstractions (first period only) = 0.25 inches Infiltration data using Horton's Model: fo= 1.4 in/hr, fc = 0.25 in/hr, K = 3.8/hrSee Answer
Q16:Topic 5- SP 5A - Develop a Unit Hydrograph Attached on Brightspace is the streamflow record from the Los Angeles County Department of Public Works for Alhambra Wash above Klingerman St. in Rosemead, CA, for January 23 to 24, 2021. Alhambra Wash drains a primarily urban area from Pasadena through El Monte and has a watershed area of 15.2 square miles (9,728 acres). a) Perform baseflow separation; you may assume a straight line from the starting flow to the ending flow in the record. Determine the direct runoff volume, and the direct runoff depth, inches, from the total watershed. b) Using all of the data (roughly 15-min increments) develop the ordinates for a unit hydrograph. c) Using the ordinates from "b)" select the flow values at 1 hour time periods, in even hours, since the start of the storm flow (5:00 pm on January 23, 2021) as your unit hydrograph and plot it. It will be used in follow-on problems.See Answer
Q17:2.33. Determine the index of Figure P2-33 Dif the runoff depth was (a) 5.6 in. of rainfall over the watershed area and (b) 6.5 in. Rainfall intensity (in./hr) Rainfall intensity (in./hr) 1.0 0.8 0.6 10 0.4 0.8 0.2 0.6 0.0 04 Figure P2-33 Rainfall distribution. 0.2 Figure P2-33 Full Alternative Text L Long description Back ao! Rainfall distribution 0 2 4 6 8 10 12 14 16 18 20 22 Time (hr) Rainfall distribution 2 4 6 8 10 12 14 16 18 20 22 24 Time (hr) A histogram with a unimodal distribution rises from (2, 0), through (8, 0.4), to a maximum at (14, 0.9), before falling to ySee Answer
Q18:2.31. A 5-hr storm over a 15-ac basin produces a 5-in. rainfall: 1.2 in./hr for the first hour, 2.1 in./hr for the second hour, 0.9 in./hr for the third hour, and 0.4 in./hr for the last 2 hr. Determine the infiltra- tion that would result from the Horton model with k = 1.1/hr, fe= 0.2 in./hr, and fo 0.9 in./hr. Plot the overland flow for this condition in = in./hr vs. t.See Answer
Q19:SP 4B DESIGN OF STORMWATER EROSION CONTROL BASIN You are working for a grading contractor in the process of grading a large site for a new subdivision. The Regional Water Quality Control Agency requires the grading contractor to develop a Storm Water Pollution Prevention Plan (SWPPP or ("Swip") which will include a sedimentation basin so as to remove 100% of a particle with a 0.1 mm diameter. The specific gravity of erodible materials ranges from 1.4 to 1.8. For this project we will use a specific gravity of 1.65. The design flow for the site has been determined using the rational method to be 0.15 m³/s. Use a factor of safety of 1.5 on the settling zone length to account for the inlet and outlet zones. The basin length shall be 5 times the width. The depth shall be 2 m. Assume a water temperature of 10° C. a) Using the spreadsheet developed for settling velocity, determine settling velocity of the particle that is to be removed 100% of the time b) Determine the length and width of the basin settling zone. Then, determine the total length of the basin including inlet and outlet zones, assuming the 1.5 safety factor is applied to the length of the settling zone to account for the inlet and outlet zones; round up to the nearest 0.5 m. c) Determine the Hydraulic Retention Time at the design peak flow rate, minutes. Base it on the actual, final, rounded dimensions. d) If a particle has a settling velocity of 0.001 m/s, will it be removed and if it will, determine the % removal. When making the calculations, use the settling zone dimensions. e) If a particle has a settling velocity of 0.1 m/s, will it be removed and if it will, determine the % removal. When making the calculations, use the settling zone dimensions./nSP 4A--DISCRETE SETTLING Part 1 Develop an excel spreadsheet or Matlab program to calculate the settling velocity of a particle based on Stokes Law (Eq 10-8 in the text, i.e., the "general equation"). Set it up so you can enter the specific gravity of the particle, water temperature, water specific gravity, water viscosity, particle diameter. The spreadsheet should be able to calculate Reynolds Number, Cd, etc. In excel, set it up to use "solver." Use the spreadsheet to calculate the settling velocity of a particle under the following conditions: Specific gravity of particle 2.65 12 °C Water Temperature Particle diameter 0.000075 m (corresponds to # 200 sieve material) Part 2 From the spreadsheet or Matlab program develop a program to calculate the particle diameter, given the settling velocity. Use the spreadsheet to calculate the diameter of a particle whose settling velocity is 0.01 m/s Note: we will be using this spreadsheet/program several times during the course of the semester, so document it well.See Answer
Q20:SP 3A-FLOCCULATION PROCESS DESIGN Design a flocculation process for a surface water treatment plant designed for turbidity removal; No. of parallel trains: 3, each train shall be capable of treating 1/3 of the flow No of stages: 3 Flocculator Type: Horizontal Paddlewheel Depth Flow Direction W Train Configuration: Rectangular, as shown above Design G values 75, 35, and 15 sec¹ Design Flow Rate (Total into Plant) = 75,000 m³/d Gt = 75,000 Water temperature ranges from = 12°C to 22°C (you decide which will need the most power) Max depth of water = 4 m, L shall be equal to the depth a) Determine the hydraulic retention time for each train and stage b) Determine the dimensions of each stage and train of the flocculation process c) Determine the power to the water and the motor driver power for each train, assume a mixer to water transfer efficiency of 0.75. d) Analysis Problem: Assume that one of the trains is out of service and all the flow must be treated by two trains. Assume the same power and dimensions (can't change since it has been constructed). Determine the new HRT, G values for each stage, and Gt.See Answer

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