TECHNICAL MEMORANDUM (TM) UNDERSTANDING OF THE PROJECT

Transcription

1 TECHNICAL MEMORANDUM (TM) UNDERSTANDING OF THE PROJECT To: Michael Hindle, P.E. Mark Niemiec, P.E. Project Engineer Manager of District Projects Padre Dam MWD Padre Dam MWD PD JN From: Subject: John Harris, P.E. Project Manager RBF Consulting Eastern Service Area Secondary Connection Project I. INTRODUCTION AND PURPOSE PROJECT BACKGROUND The Eastern Service Area Secondary Connection Project (ESA SCP) is Padre Dam Municipal Water District s portion of capital improvements associated with the San Diego County Water Authority s (SDCWA) East County Regional Treated Water Improvement Program (ECRTWIP). The ECRTWIP is a comprehensive program of usage guarantees and capital improvements involving the District, SDCWA, Otay Water District, Lakeside Water District, and Helix Water District. The ESA SCP facilities include a new supply pipeline, a new discharge pipeline (with I-8 tunnel crossing), a new forebay reservoir, a new pump station, a new flow control facility (FCF) and associated facilities. The ESA SCP will assist the District in achieving its strategic goals by: Increasing water supply to meet projected future demands; Ensuring greater reliability on water distribution for the District s ESA as the new connection will provide secondary pumping capacity to the Blossom Valley Pressure Zone Enhancing water quality by decreasing water age to the ESA. The purpose of this TM is to outline the individual elements of the project, define the preliminary design objectives and serve as the basis for the development of final design documents. Page 1 Eastern Service Area Secondary Connection Project October 30, 2014 JN

2 Technical Memorandum Project Understanding SUMMARY OF PROJECT ELEMENTS Pump Station The pump station facility will consist of the following components. Refer to Figure 1 for the concept layout drawing. 12 MGD (ultimate capacity) pump station building approximately 44-feet in length and 37-feet in width with provisions for four (4) vertical turbine pumps housed in a split-face masonry block building with flat metal deck roof and parapet walls that includes an air-conditioned electrical room, and includes: 2 duty pumps installed initially for a total capacity of 9 MGD. Individual pumps shall be designed for 4.65 MGD at 435 feet TDH, 500 Horsepower motors per Figure 1 of TM-8, Pump Selection and Systems Operations; Basis of Design Report, dated June 9, standby pump 1 spare pump can for future 4 th pump 24-inch supply pipeline manifold with maximum velocity at 12 MGD of 5.9 fps, which is slightly over the velocity noted in the WAS design guideline of 5 fps. At the initial station capacity of 9 MGD, the velocity will be 4.4 fps. 16-inch pump suction pipelines to achieve the recommended 5 fps velocity with a maximum flow rate of 4.65 MGD. 20-inch supply pipeline manifold with maximum velocity at 12 MGD of 8.5 fps, which is slightly over the velocity noted in the WAS design guideline of 8 fps. At the initial station capacity of 9 MGD, the velocity will be 6.4 fps. 14-inch pump discharge pipelines will achieve a velocity of 6.7 fps, below the recommended 8 fps, with a maximum flow of 4.65 MGD. 12-inch pipelines will achieve a velocity of 9.1 fps. 12-inch solenoid activated booster pump control valve (PCV) with drop check feature will be provided for each pump discharge line. It should be noted that the cost of a 14-inch pump control valve is approximately $18,000 greater than a 12-inch valve and the 12-inch valve is rated to a maximum flow of 10 MGD. A 14-inch by 12-inch reducer will used on each side the PCV. Overhead crane rail with manual chain operated trolley and hoist. Rail to be centered over the pump control valves. 8-inch pressure relief line connecting the discharge and suction manifolds Stand-by generator with factory weather-proof/sound enclosure. 3.5 ton ceiling mounted air conditioning unit for the electrical room. A split system with interior air handling unit and exterior condensing unit will be investigated for cost savings and maintenance access. 1,200 cubic foot capacity air-over-water surge tank on the discharge pipe as determined in TM-11, Surge Analysis, Basis of Design Report, dated June 9, 2014 Page 2 Eastern Service Area Secondary Connection Project October 30, 2014

3 Technical Memorandum Project Understanding Flow meter in below ground vault on pump station discharge pipe. Floor drain and wash down water system. The floor drain piping shall discharge to the bioretention basin Architectural design to match Padre Dam s recently completed East and West Victoria pump stations. Electrical and Instrumentation features as discussed below. Discharge Pipeline The discharge pipe alignment will consist of: 5,790 lf of 20 diameter CML&C (wall thickness: 0.25 to meet maximum operating pressure of 250 psi) discharge pipe from the SCP facility to the intersection of Pecan Park Lane and Rios Canyon Road. This includes replacement of 3,960 lf of existing 16 PVC pipeline. Approximately 435 lf steel-cased (36-inch OD steel casing pipe with a inch wall) tunnel crossing I-8 from the SCP site to Ridge Hill Road. The tunneling techniques to be considered in order of preference include, auger bore and jack, open shield tunneling and microtunneling. Auger boring is the preferred option since it allows access to the face of the tunnel to remove any obstructions. Caltrans encroachment permit for I-8 tunnel crossing Requires County of San Diego encroachment permit for work within the County right-of-way Supply Pipeline The supply pipe alignment will consist of: New 20 side outlet connection to the 42-inch Helix Flume with isolation valve located along Business Route 8 at the SCP site. A new 42-inch by 20- inch welded steel tee will be cut into the existing 42-inch concrete cylinder pipe. Calculations will be performed to determine the restrained joint length required for the new tee. Interior welding of pipe joints will be performed to achieve the desired restrained joint length. Los Coches Creek crossing by open-trench construction 1,030 ft of 20 diameter CML&C welded steel suction pipe (wall thickness: 0.25 ) from the Helix Flume to the SCP facility. Requires County of San Diego encroachment permit for work within the County right-of-way Requires Streambed Alteration permit to be secured by Helix Environmental Flow Control Facility The FCF will consist of: Building housing with a single 24 pipe train with plunger style flow control valve, venturi meter and shutoff valves in an above-grade building all designed Page 3 Eastern Service Area Secondary Connection Project October 30, 2014

4 Technical Memorandum Project Understanding to SDCWA standards Architectural design to match the pump station SCADA system linked to SDCWA, Padre Dam and Helix Water District. Incorporate two District-owned 24 ball valves. Earthwork and retaining wall design to bury the incoming supply pipeline Wash down water piping and floor drain system to be included with a pumped drain discharge to a small percolation basin and outlet to the north of the facility. The FCF will be prepared as a separate design package utilizing SDCWA title block and design standards. Refer to attached concept design drawings Forebay Tank The Forebay will consist of: 1.75 MG prestressed concrete forebay tank (AWWA D110, Type I) Tank dimensions to be 115-feet in diameter by 24-feet in height Mass grading including rock excavation, over-excavation, remedial fill soil improvement, placement of fill material to partially bury the tank by 5 to 7 feet to achieve drainage and storm water runoff goals (see Civil Site Improvements below). SCADA system level controls and high water alarms Two roof access hatches with intrusion alarms connected to the SCADA system. Interior wash down water system Interior fiberglass ladders at roof hatches Under-slab inlet and outlet piping connections Under-slab drain connection Underdrain & perimeter foundation drain systems Reservoir drain box with sump pump and discharge to the site detention basin. SCADA high water alarms to be provided in the drain box. Overflow (2-16 diameter pipes) to gravity discharge to Caltrans drainage channel. A larger diameter single overflow pipe will be evaluated during the structural design process. Civil Site Improvements The Civil Site Improvements can be divided into the following components. Refer to Figures 2, 3 and 4 for concept site layout drawings. I. Drainage/Stormwater The existing site drains through the mobile home park. Proposed design will divert flow away from mobile home park and into the Caltrans drainage channel south of the site, significantly reducing flows through the mobile home park. Page 4 Eastern Service Area Secondary Connection Project October 30, 2014

5 Technical Memorandum Project Understanding Runoff from site will be treated per local regulations through the implementation of a Bioretention/Detention basin to mitigate peak runoff flow rates and volume, and treat the stormwater before leaving the site. Maintenance will consist of landscape maintenance, trash and debris removal, and clearing of pipes when necessary. The capacity of the Caltrans channel is shown to be adequate in the proposed condition, including overflow rates from the tank, with a freeboard of 2.5 but still contained within the ditch. The County channel downstream was also analyzed and shown to have more than 1-ft of freeboard in the proposed condition. The area including the access road off of El Dorado Pkwy and a portion of the Flow Control Facility will drain northeast into El Dorado Pkwy. Treatment and increased flow rates will be mitigated through the use of a vegetated swale and discharge on site where flows eventually go in the existing condition into El Dorado Pkwy. See further analysis and discussion in the Hydrologic and Hydraulic Analysis memo attached as Appendix A, dated September 25, 2014 II. Earthwork In order to achieve the stormwater goals, the grade at the reservoir and pump station site will be raised to accommodate positive flow for drainage, and will require a wall along the west side of the site adjacent to the mobile home park. The reservoir will sit entirely on fill, requiring overexcavation approximately 5-feet below existing grade Onsite materials are generally suitable for reuse as structural fill in accordance with the Geotechnical Evaluation, prepared by Ninyo & Moore, dated October 21, Material for fill that is granular (i.e. decomposed granite or granitic rock), uniform in depth, and compacted to 95 percent or more relative compaction will not require special material (i.e. soil cement) under the reservoir. Anticipate the fill will have a bearing capacity of 4,000 psf. Cut = 3,000-cy, Fill = 5,500-cy, Net = 2,500-cy import, which also accounts for the buried tank. III. Additional Civil Site Features Primary site access will be provided by a gated entrance road from El Dorado Parkway. The intersection with El Dorado Parkway will require a County of San Diego encroachment permit, which will be obtained by the Contractor during the construction phase. Access control will be provided by an automated gate with an electronic key card system and Fire Department override. The site will be fenced with 8 foot high security fencing (type to be determined). Fencing limits are as shown on Figure 2. Page 5 Eastern Service Area Secondary Connection Project October 30, 2014

6 Technical Memorandum Project Understanding The existing wooden bridge spanning Los Coches Creek will be removed and the stream channel returned to existing contours. All work within the stream channel shall be performed inside the footprint of the bridge. Landscaping will be provided to screen the site from adjacent properties. Removal of Arundo Donax in the northern portion of the site will be provided. Electrical/Instrumentation The electrical and instrumentation systems for the project can be divided into the following elements: I. Electrical Distribution System II. Standby Power The main electrical service to the Pump Station Building will be connected to the existing 12kV three phase, three wire, 60Hz SDG&E electrical power system along El Dorado Parkway. The connection point for power distribution will be at the existing pole along El Dorado Parkway and to be extended to the project site underground. The service transformer will be 2000kVA 12kV 480Y/277V, three phase, four wire, 60Hz pad mounted transformer. This will be located on the northwest of the water tank. Concrete pad will be provided. Required working clearances will be observed per SDG&E requirements. Service entrance rated Main Switchboard will be provided and located between the Flow Control Facility and the Pump Station Building. It will include underground pull section and meters and will be constructed per SDG&E requirements. The new service entrance switchboard will be rated 480Y/277, three phase, four wire, 65KA interrupting capacity. The main switchboard will be with NEMA 3R enclosure. A bus space shall be provided in the main switchboard to accommodate future PV system. The electrical equipment will be sized and designed to accommodate the full build-out of pumps (4 pumps at 500HP) plus all building loads. The connected load (loads that are expected to be operating concurrently) consist of the HVAC, lighting, and controls. The demand load will vary depending on the amount of water needed to be conveyed at a given time. This demand load is expected to consist of mostly one pump initially, but scaling up to three pumps at peak water demand. The design team will be completing an SDG&E demand load worksheet near the final stages of the design when all loads are identified. A 1000kW generator with sound attenuated, weatherproof enclosure, internal silencer, and sub-base tank will be located near the Pump Station Building to provide back-up power to the facility during power outage. The generator will be sized to run two pumps and miscellaneous electrical loads. The sub-base tank will be sized to support a 16-hour run time. Page 6 Eastern Service Area Secondary Connection Project October 30, 2014

7 III. Pump Station Building Technical Memorandum Project Understanding An Automatic Transfer Switch (ATS) will be provided to ensure continuity of power from normal to emergency. ATS will be located outside the pump station building. The FCF will not be connected to the emergency power system A combination motor control center (MCC) and switchboard will be provided for motor loads, lighting loads, control equipment, and miscellaneous loads. This will provide a compact and expandable method to distribute power throughout the facility. Reduced voltage starters, commonly known as Soft-Starters, and Variable Frequency Drives will be provided to control the starting and stopping on the main pumps. Each pump will be capable of starting on demand to match the demand needed. Selection of equipment will be closely coordinated with the District. Distribution Transformer will be provided to step-down voltage from 480v to 120/240V single phase, three wires, to supply power to receptacles and other general utility loads. Electrical panelboard with adequate spare circuit breakers will be provided. Industrial type lighting will provide general illumination in the space. Automatic controls using occupancy sensors will be provided. IV. Flow Control Facility Building A /240V single phase power will be provided for the Flow Control Facility Building to supply power to receptacles and other general utility loads. This will be supplied from the Main Switchboard with its own meter and run underground to the FCF Building. Industrial type lighting will provide general illumination in the space. Automatic controls using occupancy sensors will be provided. V. Instrumentation and controls The controls and automation for the Pump Station Building and Flow Control Facility will be PLC based with hard-wired sensors, transmitters and associated equipment. At the Pump Station Building, control data points will be relayed back to the District s central SCADA system via a radio antenna and remote SCADA terminal unit. District Standards for SCADA devices and system layout will be utilized. At the Flow Control Facility, a 56k modem connected to a nearby telephone service will provide SCADA connectivity. The RTUs for Helix Water District and SDCWA shall be located in the FCF. Page 7 Eastern Service Area Secondary Connection Project October 30, 2014

8 Technical Memorandum Project Understanding VI. Security system: CCTV, key-pad entry, and electrically operated gates A security system including key-pads access points, a camera monitoring system (CCTV) and electrically operated gates will be included. The design of security features will be closely coordinated with District personnel during design and construction. Ridge Hill Road Valve Vault The Ridge Hill Road Vault will consist of: A motor operated control valve (CV) is required between the East County Square reservoir and the intersection of Ridge Hill Road and Cordial Road. The CV will isolate the East County Square reservoir from the Blossom Valley pressure zone during SCP pumping operations. The CV will eliminate short-circuiting to the East County Square reservoir while the SCP is in operation. The precise location of the CV is currently being evaluated by District staff. The CV will consist of a below-grade valve vault with SCADA connected isolation butterfly valve. The SCADA system and valve actuator will be solar powered. Sierra Alta Drive Improvements The Sierra Alta Drive improvements will consist of: Installation of a pressure reducing valve in a below grade vault along the southerly shoulder of Pecan Park Road. The location of the PRV vault will be determined in the final design Ridge Hill Road Improvements The Ridge Hill Road improvements will be required along the portion of the road that is privately owned and the discharge pipeline will be placed within a common utility easement. Improvements planned include the following: Re-align water services as the current services lines will be in the path of the discharge pipeline. The water lateral relocations will be coordinated with Helix Water District. Restore any surface improvements disturbed during construction Re-pave the upper and lower portions of the roadway through the construction zone. Ninyo & Moore has reviewed the trench alignment and offset distance to the existing slope that separates the westbound and eastbound traffic and has determined that the slope will be stable under anticipated trenching operations and no stabilizing measures will be required. Page 8 Eastern Service Area Secondary Connection Project October 30, 2014

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12 FIGURE 4 PADRE DAM ESA SDCWA ESMT AREAS 10/28/14

13 FLOW CONTROL FACILITY CONCEPT DRAWINGS Eastern Service Area Secondary Connection Project October 30, 2014

14 CONSULTING

15 CONSULTING

16 APPENDIX A HYDROLOGY AND HYDRAULIC CALCULATIONS Eastern Service Area Secondary Connection Project October 30, 2014

17 Date: October 22, 2014 To: From: Subject: Padre Dam Municipal Water District Richard S. Tomlinson, Jr. PE, QSP, QSD, CPSWQ, Padre Dam Eastern Service Area Secondary Connection Project Hydrologic and Hydraulic Analysis This report analyzes the effects of the Padre Dam Eastern Service Area Secondary Connection Project (ESASCP) on the existing Caltrans mortar lined ditch and the County of San Diego lined channel. The analysis was performed to determine the effect, if any, the proposed project would have on the existing facilities during a 100-year storm and/or if the proposed facilities were to overflow and discharge from the site. Background The ESA SCP project is a critical project for Padre Dam Municipal Water District and its customers within the Eastern Service Area. The project proposes the addition of a multitude of facilities, but the facilities that are of interest to the content of this memorandum are the facilities located within the ESA site, including a 1.75 million gallon storage tank and associated pipeline facilities. The ESA site is located to the north of Interstate Highway 8, south of Old Highway 80, and is bounded by single family residences to the east, and the Rancho Laguna Estates (mobile home park) to the west. The site, currently, only has access from Old Highway 80, but a new access road connecting to El Dorado Parkway is included with this project. The site is currently undeveloped with numerous rock out-croppings in the central portion of the site. A search of historic aerial photos show the site has in the past has been populated by four single family residences, which have since been demolished. The majority of the work is to be performed on the southerly, level portion of the site where the residence once stood, with improvements on the northerly portion of the site to be limited to the addition of a pipeline, and the removal of an existing unpermitted bridge over the Los Coches Creek. Existing Drainage Drainage from the southerly portion of the site flows from the northeast and southeast towards the middle of the site. Flows are collected within a brow ditch located on the adjacent mobile home park site, along the westerly boundary of the site. Flows then discharge into the walkway of one of the mobile estate spaces. The flow travels down the walkway of the lot before entering the drive aisle of the park. Flows travel westerly through the mobile estate drive before eventually discharging to the - 1 -

18 Los Coches Creek. Our analysis indicates the current 100-year storm runoff from the ESA site onto the mobile home park is 3.3 cubic feet per second (cfs). Proposed Drainage The project is proposing the construction of a number of complex facilities including a potable water storage tank, flow control facility, pump station and various pipelines. The maximum flow rate from the flow control facility is 9 million gallons per day (MGD) and from the pump station, 12 MGD. Under the worst case, if one or more of these facilities malfunction, or should an operational anomaly occur, it is possible the site could experience runoff at a rate as high as 500,000 gallons per hour, or about 18 cfs. The facility and operating systems are designed with safeguards and redundancies aimed at preventing such an event from occurring; including: extra volume in the tank itself, flow monitoring, tank water level monitoring, pump monitoring, and a supervisory control system that relays the information continuously to staff at District Operations center. The system also will alarm staff in the event of an emergency. Although the risk of multiple systems failing and causing a discharge is remote; flows discharging to the mobile home park causing damage could potentially occur. Therefore, it is proposed to route storm runoff and any overflow from the tank and other systems to the Caltrans ditch located between the site and the Interstate 8, and then to the County of San Diego channel, before discharging the flows to the Los Coches Creek. Because the overflow would run through the same system of swales, pipes and basins as the storm runoff, all site runoff that currently discharges to the mobile home park will also be routed to the Caltrans ditch. Since the ESA site flow currently does not go to the Caltrans ditch, an analysis was performed to determine what, if any affects, there would be on downstream facilities between the site, and the Los Coches Creek. The proposed routing of the drainage would be from the site southwest within the Caltrans 5 x 2 ditch, to the County channel, where it would flow northwest to the Los Coches Creek. These two segments were analyzed for this Memorandum. Because these flows ultimately discharge to the Los Coches Creek, the drainage is not being diverted. However, since the drainage is taking a slightly different path, that path was analyzed to ensure that there would be no detrimental impact on the downstream system

19 Drainage Analysis Methodology A combination of methodologies was used for the analysis. For the volumes within the Caltrans ditch, a modified Rational Method Drainage analysis was performed. This analysis was performed using the AES Rational Method computer program, which is based on the County of San Diego Drainage Design Manual (2003). For the analysis of the County channel, the Caltrans ditch was first routed into the County ditch. This flow was then combined with the inflow from the double box culvert located upstream of the project. For the discharge from the double box culvert, it was assumed the culverts were flowing full. All though this analysis presented the worst case, it was representative of the flows possible within the channel. Results Caltrans Ditch The analysis showed that in the existing condition, in the flattest section of the culvert, the ditch flowed at a depth of 1.62, see Table 1 below. When drainage flows from the site were added, the flow depth increased by less ½ to It should be noted, that this is 100-year flow, and there is a 1% chance that these flows will occur, and when they do, based on our analysis they will occur for only 30-minutes within that 100-year period. In the event of an overflow from the tank, an exceedingly rare event with all of the fail safe redundancies planned for the site, combined with a 100-year storm, also a rare event, the flow depth increased by 2 to Although the free board is less than the 6 typically preferred, the flow is still contained within the ditch. Table 1 Caltrans Ditch Hydraulic Conveyance Summary of Results Event Description Flow Rate Depth in Channel (cfs) 100-year flows Existing Condition year flows, with ESASCP Site year flows, with ESASCP Site and Overflow Because the runoff from a 100-year storm will likely have left the ESA site before the runoff from the upstream basin reached the ESA site, an additional analysis was performed. This analysis, using the Hydraflow Hydrographs flow routing model combined the anticipated hydrographs from the upstream areas with the anticipated hydrograph from the ESA site. This analysis showed that the when the hydrographs were laid upon each other, the peak flow from the site increased the flow within the channel by only 1.07 cfs, with a corresponding increase in depth of only 1/8 to This small amount of flow is less than a 1% increase in the flows with the Caltrans ditch

20 Results County Channel The second section analyzed was the County of San Diego 8 x 6 lined channel. Upstream of the County channel, there are two discharges. The first is the Caltrans channel that was analyzed above. The second is a double 5 x 5 box culvert also owned by Caltrans. This box culvert, when flowing at its maximum capacity of 94% full (flow at 100% full is 480 cfs), has a capacity of cfs per barrel, for a total capacity of 1,080 cfs, see Table 2 below. The existing county channel consists of a trapezoidal channel with a bottom width of 8 feet, a depth of 6 feet, and 2:1 side slopes. Our analysis showed that this channel, under 100-year flow conditions, has a depth of flow of This result is expected as an 8 x 6 channel designed to convey the 100- year flow would have a depth of flow less than 5 feet deep, allowing 1 foot of free board. When combining the overflow from the ESA site, and 100-year flows including the ESA site and upstream flows, the flow depth increased by ½ to This level is nearly 18 below the top of the channel during the 100-year flows and the tank overflowing simultaneously. Table 2 County Channel Hydraulic Conveyance Summary of Results Event Description Flow Rate Depth in Channel 100-year flows Existing Condition year flows, with ESASCP Site and Overflow Conclusions The proposed drainage design will virtually eliminate the storm runoff from the ESA site to the mobile home park to the west. The current 3.3 cfs runoff volume during the 100-year storm will be reduced to incidental amount of less than 0.2 cfs. It is possible for the 100-year flow generated hydraulically upstream of the site, the 100-year flow from the ESA site and the tank overflow to occur simultaneously, though the likelihood of this occurring is remote. Even though the possibility of this occurrence exists, all existing facilities have the capacity to convey the flow without overtopping. It should be noted that the results presented herein are based on the theoretical hydraulic capacity of the existing drainage facilities and have not factored in capacity losses associated with sediment or vegetation. From our field inspection, the Caltrans ditch is overgrown with vegetation thereby compromising its hydraulic capacity. We recommend the ditch be cleared of all vegetation, sediment and other debris to restore the full hydraulic capacity of this facility. Additionally, on-going maintenance of these facilities should be performed to ensure the maximum hydraulic capacity is retained

21 Calculations

22 WorksheetforCaltransDitchExistingCondition ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 1.00 ft/ft(h:v) 1.00 ft/ft(h:v) 5.00 ft ft³/s Results NormalDepth 1.62 ft Flow Area ft² WetedPerimeter 9.59 ft HydraulicRadius 1.12 ft TopW idth 8.24 ft CriticalDepth 2.44 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 2.62 ft SpecificEnergy 4.24 ft FroudeNumber 2.01 Flow Type Supercritical GVFInputData Downstream Depth 9/25/20142:48:46PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

23 WorksheetforCaltransDitchExistingCondition GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 1.62 ft 2.44 ft ft/ft ft/ft 9/25/20142:48:46PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

24 WorksheetforCaltransDitchwith100-yearFlow ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 1.00 ft/ft(h:v) 1.00 ft/ft(h:v) 5.00 ft ft³/s Results NormalDepth 1.66 ft Flow Area ft² WetedPerimeter 9.69 ft HydraulicRadius 1.14 ft TopW idth 8.32 ft CriticalDepth 2.50 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 2.68 ft SpecificEnergy 4.34 ft FroudeNumber 2.01 Flow Type Supercritical GVFInputData Downstream Depth 9/25/20143:01:07PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

25 WorksheetforCaltransDitchwith100-yearFlow GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 1.66 ft 2.50 ft ft/ft ft/ft 9/25/20143:01:07PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

26 WorksheetforCaltransDitchwithOverflow Flows ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 1.00 ft/ft(h:v) 1.00 ft/ft(h:v) 5.00 ft ft³/s Results NormalDepth 1.74 ft Flow Area ft² WetedPerimeter 9.92 ft HydraulicRadius 1.18 ft TopW idth 8.48 ft CriticalDepth 2.62 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 2.82 ft SpecificEnergy 4.56 ft FroudeNumber 2.02 Flow Type Supercritical GVFInputData Downstream Depth 9/25/20142:54:16PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

27 WorksheetforCaltransDitchwithOverflow Flows GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 1.74 ft 2.62 ft ft/ft ft/ft 9/25/20142:54:16PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

28 WorksheetforCaltransDitchwithOverflow Flowsand100-yearFlows ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 1.00 ft/ft(h:v) 1.00 ft/ft(h:v) 5.00 ft ft³/s Results NormalDepth 1.78 ft Flow Area ft² WetedPerimeter ft HydraulicRadius 1.20 ft TopW idth 8.55 ft CriticalDepth 2.67 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 2.88 ft SpecificEnergy 4.65 ft FroudeNumber 2.02 Flow Type Supercritical GVFInputData Downstream Depth 9/25/20143:00:27PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

29 WorksheetforCaltransDitchwithOverflow Flowsand100-yearFlows GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 1.78 ft 2.67 ft ft/ft ft/ft 9/25/20143:00:27PM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

30 WorksheetforCaltransDitchwith100-yearFlow Routed ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 1.00 ft/ft(h:v) 1.00 ft/ft(h:v) 5.00 ft ft³/s Results NormalDepth 1.63 ft Flow Area ft² WetedPerimeter 9.61 ft HydraulicRadius 1.12 ft TopW idth 8.26 ft CriticalDepth 2.45 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 2.63 ft SpecificEnergy 4.26 ft FroudeNumber 2.01 Flow Type Supercritical GVFInputData Downstream Depth 9/29/20148:58:32AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

31 WorksheetforCaltransDitchwith100-yearFlow Routed GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 1.63 ft 2.45 ft ft/ft ft/ft 9/29/20148:58:32AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

32 WorksheetforCaltransDouble5'x5'BoxCulvert ProjectDescription FrictionMethod SolveFor ManningFormula Discharge InputData RoughnessCoeficient ChannelSlope NormalDepth Height Botom W idth ft/ft 4.70 ft 5.00 ft 5.00 ft Results Discharge ft³/s Flow Area ft² WetedPerimeter ft HydraulicRadius 1.63 ft TopW idth 5.00 ft CriticalDepth 7.13 ft PercentFul 94.0 % CriticalSlope ft/ft Velocity ft/s VelocityHead 8.19 ft SpecificEnergy ft FroudeNumber 1.87 DischargeFul ft³/s SlopeFul ft/ft Flow Type Supercritical 9/29/20149:04:24AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

33 WorksheetforCaltransDouble5'x5'BoxCulvert GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss AverageEndDepthOverRise 0.00 % NormalDepthOverRise % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s NormalDepth 4.70 ft CriticalDepth 7.13 ft ChannelSlope ft/ft CriticalSlope ft/ft 9/29/20149:04:24AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

34 WorksheetforCounty8'x6'Channel ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 2.00 ft/ft(h:v) 2.00 ft/ft(h:v) 5.00 ft 108³/s Results NormalDepth 4.52 ft Flow Area ft² WetedPerimeter ft HydraulicRadius 2.52 ft TopW idth ft CriticalDepth 5.99 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 4.51 ft SpecificEnergy 9.03 ft FroudeNumber 1.81 Flow Type Supercritical GVFInputData Downstream Depth 9/29/20149:25:01AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

35 WorksheetforCounty8'x6'Channel GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 4.52 ft 5.99 ft ft/ft ft/ft 9/29/20149:25:01AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

36 WorksheetforCounty8'x6'Channelwith100-yearflows ProjectDescription FrictionMethod SolveFor ManningFormula NormalDepth InputData RoughnessCoeficient ChannelSlope LeftSideSlope RightSideSlope Botom W idth Discharge ft/ft 2.00 ft/ft(h:v) 2.00 ft/ft(h:v) 5.00 ft ft³/s Results NormalDepth 4.56 ft Flow Area ft² WetedPerimeter ft HydraulicRadius 2.54 ft TopW idth ft CriticalDepth 6.05 ft CriticalSlope ft/ft Velocity ft/s VelocityHead 4.57 ft SpecificEnergy 9.13 ft FroudeNumber 1.82 Flow Type Supercritical GVFInputData Downstream Depth 9/29/20149:28:56AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 1 of 2

37 WorksheetforCounty8'x6'Channelwith100-yearflows GVFInputData Downstream Depth Length NumberOfSteps 0 GVFOutputData Upstream Depth ProfileDescription ProfileHeadloss Downstream Velocity Upstream Velocity NormalDepth CriticalDepth ChannelSlope CriticalSlope Infinity ft/s Infinity ft/s 4.56 ft 6.05 ft ft/ft ft/ft 9/29/20149:28:56AM BentleySystems,Inc.HaestadMethodsSolutionCenter BentleyFlowMasterV8i(SELECTseries1) [ ] 27SiemonsCompanyDriveSuite200W Watertown,CT06795USA Page 2 of 2

38 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2013 License ID 1264 Analysis prepared by: RBF Consulting, A Michael Baker International Company 9755 Clairemont Mesa Blvd. San Diego, CA ************************** DESCRIPTION OF STUDY ************************** * Padre Dam ESA SCP Drainage Study * * 100-Year Offsite Flows * * September 25, 2014 * ************************************************************************** FILE NAME: C:\9MM\EX.DAT TIME/DATE OF STUDY: 14:25 09/25/ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.60 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT =.4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) =

39 ELEVATION DIFFERENCE(FEET) = SUBAREA OVERLAND TIME OF FLOW(MIN.) = WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 3.06 **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = 3.06 FLOW VELOCITY(FEET/SEC) = 3.10 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.94 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT =.4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = TC(MIN.) = **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.62

40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.83 STREET FLOW TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT =.5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 35.7 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 8.64 DEPTH*VELOCITY(FT*FT/SEC.) = 4.51 LONGEST FLOWPATH FROM NODE TO NODE = FEET. **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 6.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT =.5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 69.9 TOTAL RUNOFF(CFS) = TC(MIN.) = **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. **************************************************************************** FLOW PROCESS FROM NODE TO NODE IS CODE = 51

41 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT =.5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 1.13 TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = SUBAREA AREA(ACRES) = 6.47 SUBAREA RUNOFF(CFS) = AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 76.3 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 76.3 TC(MIN.) = PEAK FLOW RATE(CFS) = ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS

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43 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/25/2014 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 15 MIN. 6 HOUR RAINFALL 2.7 INCHES BASIN AREA 76.3 ACRES RUNOFF COEFFICIENT 0.57 PEAK DISCHARGE CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 15 DISCHARGE (CFS) = 7.1 TIME (MIN) = 30 DISCHARGE (CFS) = 7.3 TIME (MIN) = 45 DISCHARGE (CFS) = 7.7 TIME (MIN) = 60 DISCHARGE (CFS) = 8 TIME (MIN) = 75 DISCHARGE (CFS) = 8.5 TIME (MIN) = 90 DISCHARGE (CFS) = 8.9 TIME (MIN) = 105 DISCHARGE (CFS) = 9.6 TIME (MIN) = 120 DISCHARGE (CFS) = 10.1 TIME (MIN) = 135 DISCHARGE (CFS) = 11.2 TIME (MIN) = 150 DISCHARGE (CFS) = 11.9 TIME (MIN) = 165 DISCHARGE (CFS) = 13.6 TIME (MIN) = 180 DISCHARGE (CFS) = 14.8 TIME (MIN) = 195 DISCHARGE (CFS) = 18 TIME (MIN) = 210 DISCHARGE (CFS) = 20.5 TIME (MIN) = 225 DISCHARGE (CFS) = 30.2 TIME (MIN) = 240 DISCHARGE (CFS) = 55.4 TIME (MIN) = 255 DISCHARGE (CFS) = TIME (MIN) = 270 DISCHARGE (CFS) = 24.2 TIME (MIN) = 285 DISCHARGE (CFS) = 16.2 TIME (MIN) = 300 DISCHARGE (CFS) = 12.7 TIME (MIN) = 315 DISCHARGE (CFS) = 10.6 TIME (MIN) = 330 DISCHARGE (CFS) = 9.2 TIME (MIN) = 345 DISCHARGE (CFS) = 8.2 TIME (MIN) = 360 DISCHARGE (CFS) = 7.5 TIME (MIN) = 375 DISCHARGE (CFS) = 0

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51 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/25/2014 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.7 INCHES BASIN AREA 2.36 ACRES RUNOFF COEFFICIENT 0.64 PEAK DISCHARGE 5.78 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 0.2 TIME (MIN) = 10 DISCHARGE (CFS) = 0.2 TIME (MIN) = 15 DISCHARGE (CFS) = 0.2 TIME (MIN) = 20 DISCHARGE (CFS) = 0.3 TIME (MIN) = 25 DISCHARGE (CFS) = 0.3 TIME (MIN) = 30 DISCHARGE (CFS) = 0.3 TIME (MIN) = 35 DISCHARGE (CFS) = 0.3 TIME (MIN) = 40 DISCHARGE (CFS) = 0.3 TIME (MIN) = 45 DISCHARGE (CFS) = 0.3 TIME (MIN) = 50 DISCHARGE (CFS) = 0.3 TIME (MIN) = 55 DISCHARGE (CFS) = 0.3 TIME (MIN) = 60 DISCHARGE (CFS) = 0.3 TIME (MIN) = 65 DISCHARGE (CFS) = 0.3 TIME (MIN) = 70 DISCHARGE (CFS) = 0.3 TIME (MIN) = 75 DISCHARGE (CFS) = 0.3 TIME (MIN) = 80 DISCHARGE (CFS) = 0.3 TIME (MIN) = 85 DISCHARGE (CFS) = 0.3 TIME (MIN) = 90 DISCHARGE (CFS) = 0.3 TIME (MIN) = 95 DISCHARGE (CFS) = 0.3 TIME (MIN) = 100 DISCHARGE (CFS) = 0.3 TIME (MIN) = 105 DISCHARGE (CFS) = 0.3 TIME (MIN) = 110 DISCHARGE (CFS) = 0.4 TIME (MIN) = 115 DISCHARGE (CFS) = 0.4 TIME (MIN) = 120 DISCHARGE (CFS) = 0.4 TIME (MIN) = 125 DISCHARGE (CFS) = 0.4 TIME (MIN) = 130 DISCHARGE (CFS) = 0.4 TIME (MIN) = 135 DISCHARGE (CFS) = 0.4 TIME (MIN) = 140 DISCHARGE (CFS) = 0.4 TIME (MIN) = 145 DISCHARGE (CFS) = 0.4 TIME (MIN) = 150 DISCHARGE (CFS) = 0.4 TIME (MIN) = 155 DISCHARGE (CFS) = 0.5 TIME (MIN) = 160 DISCHARGE (CFS) = 0.5 TIME (MIN) = 165 DISCHARGE (CFS) = 0.5 TIME (MIN) = 170 DISCHARGE (CFS) = 0.5 TIME (MIN) = 175 DISCHARGE (CFS) = 0.5 TIME (MIN) = 180 DISCHARGE (CFS) = 0.6 TIME (MIN) = 185 DISCHARGE (CFS) = 0.6 TIME (MIN) = 190 DISCHARGE (CFS) = 0.6 TIME (MIN) = 195 DISCHARGE (CFS) = 0.7 TIME (MIN) = 200 DISCHARGE (CFS) = 0.7 TIME (MIN) = 205 DISCHARGE (CFS) = 0.8 TIME (MIN) = 210 DISCHARGE (CFS) = 0.8 TIME (MIN) = 215 DISCHARGE (CFS) = 1 TIME (MIN) = 220 DISCHARGE (CFS) = 1 TIME (MIN) = 225 DISCHARGE (CFS) = 1.3 TIME (MIN) = 230 DISCHARGE (CFS) = 1.4 TIME (MIN) = 235 DISCHARGE (CFS) = 2.1 TIME (MIN) = 240 DISCHARGE (CFS) = 8 TIME (MIN) = 245 DISCHARGE (CFS) = 5.78 TIME (MIN) = 250 DISCHARGE (CFS) = 1.7 TIME (MIN) = 255 DISCHARGE (CFS) = 1.1 TIME (MIN) = 260 DISCHARGE (CFS) = 0.9 TIME (MIN) = 265 DISCHARGE (CFS) = 0.7 TIME (MIN) = 270 DISCHARGE (CFS) = 0.7 TIME (MIN) = 275 DISCHARGE (CFS) = 0.6 TIME (MIN) = 280 DISCHARGE (CFS) = 0.5 TIME (MIN) = 285 DISCHARGE (CFS) = 0.5 TIME (MIN) = 290 DISCHARGE (CFS) = 0.4 TIME (MIN) = 295 DISCHARGE (CFS) = 0.4 TIME (MIN) = 300 DISCHARGE (CFS) = 0.4 TIME (MIN) = 305 DISCHARGE (CFS) = 0.4 TIME (MIN) = 310 DISCHARGE (CFS) = 0.4 TIME (MIN) = 315 DISCHARGE (CFS) = 0.3 TIME (MIN) = 320 DISCHARGE (CFS) = 0.3 TIME (MIN) = 325 DISCHARGE (CFS) = 0.3 TIME (MIN) = 330 DISCHARGE (CFS) = 0.3 TIME (MIN) = 335 DISCHARGE (CFS) = 0.3 TIME (MIN) = 340 DISCHARGE (CFS) = 0.3 TIME (MIN) = 345 DISCHARGE (CFS) = 0.3 TIME (MIN) = 350 DISCHARGE (CFS) = 0.3 TIME (MIN) = 355 DISCHARGE (CFS) = 0.3 TIME (MIN) = 360 DISCHARGE (CFS) = 0.2 TIME (MIN) = 365 DISCHARGE (CFS) = 0

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