cbs letter re: preliminary design pkg - ou2 / passive ... · prepared by cbs bloomington project,...
TRANSCRIPT
®CBS u s EPA RECORDS CENTER REGION 5 I
420398 NATIONAL CITY CENTER 20 STANWIX STREET, 10™ FLOOR PITTSBURGH, PENNSYLVANIA 15222
September 28, 2009
To: DISTRIBUTION
SUBJECT: Preliminary Design Package - 0U2 Passive Drain Network for Wedge Quarry and Pit A to Stout's Creek Bennett's Dump Site
In accordance with the Consent Decree Amendment (CDA) entered by the court on July 24, 2009, please find attached a Preliminary Design Package for Operable Unit 2 (0U2) - Passive Drain Network for Wedge Quarry Complex and Pit A to Stout's Creek located at the Bennett's Dump Site, Bloomington, Indiana.
Please provide us with any comments at your earliest convenience.
Dorothy M. AIke Vice President, Environmental Projects BP:09-0038
Attachment
DISTRIBUTION
Tom Alcamo, USEPA Region 5 Jeff Lifka, Tetra Tech EM, Inc. John Bassett, Earth Tech Mike Hessling, PSARA Richard McCandless, PSARA Mike McCann, CBS Russ Cepko, CBS BP Files
cc: Jessica Fliss Dennis Williamson John Langley
Preliminary Design
Passive Drain Network Wedge Quarry and Pit A to Stout's Creek
Bennett's Dump Site
September 2009
Prepared by CBS Bloomington Project, Pittsburgh, PA
Table of Contents
Page
1. Introduction 1
2. System Goals and Description 2
3. Design Assumptions, Performance Specifications
and Restrictions 3
4. Design Calculations 4
5. Additional Field Sampling or Tests 5
6. Technical Specifications 5
7. Proposed Siting and Preliminairy Design Drawings 5
8. Real Estate Issues 8
9. Compliance with ARARs and Substantive Permit Requirements 6
10. References 8
Figures
Figure 1 Site Location Map Figure 2 Site Map - Bennett's Dump Figure 3 Wedge Quarry Passive Drain Site Plan Figure 4 Profile Quarry Drain Figure 5 Quarry Drain Details Figure 6 Quarry Drain Details
Attachment A - Storm Modeling and Pipe Sizing Report
Attachment B - Preliminary Technical Specifications for Pipe Materials and Installation
1. Introduction
The purpose of this preliminary remedial design is to provide a design for part of the work required at the Bennett's Dump site (BD) by the Consent Decree Amendment (CDA) and the associated Record of Decision Amendment (RODA) and Statement of Work (SOW), (US District Court 2009). Collectively, the CDA/RODA/SOW will be referred to as the CDA in this document. The CDA details the final remedial actions and monitoring requirements for the BD site.
The BD site has been separated into operable units. The first operable unit was the source control operable unit (OUl). The remediation of OUl occurred in 1999 in accordance with a negotiated SOW (USEPA 1999). The recently entered CDA sets forth those actions required for the final two operable units at the site. 0U2 addresses groundwater at the site and 0U3 addresses sediments in Stout's Creek. The CDA requires no additional actions for OU3, therefore this design focuses on the actions required for site wide groundwater under OU2.
The design supports the fulfillment of the following remedial action required by the CDA, which states:
CBS shall design, install and maintain a passive quarry drain system to drain the Wedge Quarry Complex so that the water level within the quarry complex does not exceed an elevation of 737 feet above mean sea level (amsl). The purpose of this system is to reduce the groundwater elevation and thereby reduce groundwater flow from springs and seeps into Stout's Creek. The elevation of 737 feet amsl may be revised, subject to review and approval by USEPA, if CBS can demonstrate to USEPA that a different elevation will improve the effectiveness of the passive quarry drain system in reducing the groundwater flow from springs and seeps into Stout's Creek. The passive quarry drain system shall also drain the Pit A area into the Wedge Quarry Complex to further reduce groundwater flow from the springs and seeps.
The CDA specifies the contents of the preliminary design package is to include the following:
• Preliminary drawings and sketches
• Design assumptions and parameters, including design restrictions
• Design calculations
• Results of additional field sampling or tests
• Compliance with applicable or relevant and appropriate requirements (ARARs)
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• Technical specifications
• Proposed siting/locations of processes/construction activities
• Real estate, easement and substantive permit requirements
The system design is to be in accordance with the general requirements specified in the work plan for the 0U2 remedial actions at Bennett's Dump (CBS 2009a)
2. System Goals and Description
The USEPA has determined that there is unacceptable risk from PCB exposure to human and ecological receptors that may consume biota from Stout's Creek. Therefore, the USEPA has set the following remedial action objectives for 0U2 at BD:
• Reduce the amount of PCBs released from groundwater to Stout's Creek through mass reduction.
• Improve PCB levels in fish for beneficial reuse by reducing PCBs released to Stout's Creek.
• Reduce the amount of PCB mass in sediments that may be available to fish by reducing PCBs released to Stout's Creek.
Groundwater passing through the Bennett's Dump site picks up residual PCBs and discharges those PCBs into Stout's Creek. Reducing groundwater flow will therefore reduce PCB mass discharge to the Creek. The goal of the passive drain is to reduce the groundwater flow through the Bennett's Dump site.
CBS has conducted extensive groundwater investigations at the BD site and determined that the recharge areas for site groundwater are to the east and southeast of the site. Much of the groundwater and surface water in higher elevations to the east of the site is intercepted by open quarry pits. These pits were left unfilled at the end of active limestone quarry operations decades ago. CBS has conducted pump down testing from the pits immediately east and southeast of the site and demonstrated that lowering the water in the pits/quarries will reduce the discharge of groundwater from site springs and bank seeps that discharge PCBs to Stout's Creek.
The passive quarry drain system is comprised of a series of open water filled former quarry pits that will be interconnected with buried piping. The piping will then be extended to Stout's Creek upstream of the historically contaminated areas at the BD site. This will allow passive drainage of water that infiltrates the quarry network, lowering the water level on the eastern edge of the site and reducing groundwater discharge through the PCB disposal areas of the site.
3. Design Assumptions, Performance Speciflcations and Restrictions
The design of the passive drain is based on testing performed by CBS in 2005 and 2006 (Viacom 2005, CBS 2006). In a long term quarry pump-down test conducted in 2005, the water level in Wedge and Wedge South Quarries was reduced to 736 feet amsl. The BD site springs and Stout's Creek were sampled extensively during that test period. Flow out of Mound Spring was reduced to zero under all but substantial storm periods. PCB levels in Stout's Creek also appeared to be reduced. The basic design parameter to reduce the water level in the Wedge Quarry Complex to a level of 737 feet amsl was determined by that testing. It was also established in that test that Pit A was poorly connected to the Wedge Quarry system. PCB samples were taken in Wedge and Wedge South Quarries numerous times during the long-term test and there were no credible PCB detections.
Another series of short term pump tests were conducted in 2006 by CBS in Test Pit A and Test Pits 1 through 6. These tests established which other test pits, representing portions of unfilled historic quarries, were connected to Test Pit A. During that same time period, PCBs were sampled at least once in each test pit and results were generally non-detect with a few exceptions. The exceptions were questionable from a QA standpoint.
The design of the passive drain is based on the following assumptions:
• The waters in Test Pit A and Test Pits 1 thru 4 are representing open portions of partially buried quarries. These open pits take storm and groundwater off of the high wall to the east and pass it along to buried quarry pits to the west. They are and will remain PCB free.
•
•
The water in the Wedge Quarry system will stay non-detect for PCBs. This assumption is based on the prior testing conducted in 2005 during the long-term pump test.
The water in the Icebox Quarry is contaminated with PCBs. Test Pits 5 and 6 maintain water levels close to that in Icebox and are not well connected to the waters in Test Pits 1 thru 4 and Test Pit A.
Icebox Quarry water level does not rise above 740 feet amsl except during more extreme wet weather periods. Thus, maintaining the water level in Pit A at 740 feet amsl or greater will prevent backflow of contaminated water from the Icebox Quarry and associated buried quarries to the passive drain system.
Stout's Creek flows rise very quickly during storm events and then recede rather quickly. The added flow from the passive drain will not significantly affect Stout's Creek flow during a storm event. This is based on the total measured
water level rises and the timing of the rises in Wedge Quarry water level during storm events in the time period 2002 to 2004.
• An agreement with the property owner can be obtained for the drain pipe pathway to protect it long term.
• Stout's Creek does not rise high enough during large storm events upstream of the site to backflow the passive drain network.
The design of the passive drain network will be based on the following performance specifications:
• All system components will have a design life of at least 30 years.
• The system must flow in all weather conditions.
• All pipe inlets must be designed to minimize obstructions and entry of debris or animals larger than a few inches to the piping.
• The pipe minimum slopes must be such that sediments do not accumulate in the pipes over time.
• The majority of the pipe runs, except those within 50 feet of the creek discharge end, should be backfilled so that vehicular traffic can be routed on top of the backfilled trench without staictural damage to the pipe.
• The pipe joints must be designed to minimize leakage.
• The drain network should maintain the Pit A and Test Pits 1 thru 4 to an elevation of 740 to 742 feet amsl.
• The drain network should maintain the water elevation in the Wedge complex of quarries as measured at the Wedge Quarry at 737 feet amsl for all conditions up to the five year, twenty-four hour storm event.
• The system should not increase flow along the buried bedrock valley (former Stout's Creek channel) by discharging quarry water to the upstream end of the buried valley unless some provision is made to block buried valley flow.
4. Design Calculations
PSARA Technologies has performed storm water flow modeling and pipe size calculations for this design. Their design report is located at attachment A.
5. Additional Field Sampling or Tests
Some testing is proposed of the passive drain system in the draft GWIP (CBS 2009). The testing involved directly with the passive drain includes:
• Sampling of the quarries and test pits involved with the passive drain network for PCBs prior to drain construction.
• Testing the passive drain exit water for PCBs periodically after construction.
• Observing and/or measuring the pipe outflow periodically under different hydrologic conditions after construction.
Other site tests, detailed in the draft GWIP, will be performed to evaluate the effectiveness of the drain to reduce mass discharge of PCBs to Stout's Creek and to evaluate the effect of the drain on groundwater elevations and flows.
Additional testing will also be performed to evaluate the degree of infiltration of creek water to the buried bedrock valley (former creek channel) upstream of the site. The present preliminary design has the passive drain discharging quarry water to Stout's Creek just upstream of a dog leg in Stout's Creek south of the site. CBS will investigate if creek water is infiltrating along the top of rock and feeding what appears to be a former creek channel that runs through the site near the location of this dog leg. The investigation details have not been finalized but will likely utilize either a test trench method or test borings to evaluate the degree of connection between the creek and a possible former creek channel. If it is determined that significant infiltration is occurring, then the design may be modified to include a cutoff grout wall near this location.
6. Technical Specifications
The preliminary specifications for the pipe material and installation are included at Attachment B.
7. Proposed Siting and Preliminary Design Drawings
The system entails a drain network comprised of three buried pipes. Figures 1 thru 7 show the proposed layout/siting of the drain network and the preliminary design features. The work plan discusses that the piping will likely be of reinforced concrete design; however, at this time the preliminary design figures specify plastic pipe. The final selection of piping materials will be made at the final design stage.
8. Real Estate Issues
CBS was provided access orders with the property owners under the Consent Decree. The property on which the passive drains will be sited was formerly a stone quarry. Star
Stone was the latest owner/operator of the quarry. Star Stone has shut down operations at the site. CBS is working with representatives of the owners to advise them of our work plans and continue our access arrangements.
The CDA requires CBS to arrange for the execution and recording of restrictive covenants and deeds with the Monroe County recorder. CBS shall use best efforts to secure the execution of the restrictive covenants from such owners. The United States and the State may consider, in their unreviewable discretion, using their enforcement authorities (including condemnation) to assist CBS in obtaining implementation of restrictive covenants in appropriate circumstances.
CBS proposes to include in the long term restrictive covenants for the property an allowance for protection of the passive drain network from future development at the site. Specifically the portion of the drain within 50 feet of Stout's Creek shall not be subject to vehicular traffic and the buried portions of the drain pipes should be identified on a site property plan with restrictions against excavating within a certain distance of the pipe
9. Compliance with ARARs and Substantive Permit Requirements
This section provides the key ARARs for this remedial action. The performance objectives are listed in the RODA and the SOW portions of the CDA (US District Court 2009) and the CBS work plan (CBS 2009a).
Key ARARs for this alternative are designated in the RODA and include the following:
• Under 326 lAC 6-4-2, the State of Indiana has promulgated emission limits for fugitive dust, i.e. particulate matter that escapes beyond the boundaries of the site. These emission limits are relevant and appropriate with respect to dust resulting from excavation activities at the site. Likewise, the emission limits are relevant and appropriate with respect to on-site construction of the water capture and treatment facilities, if required.
Under 326 lAC 6-4-4, the State of Indiana has prohibited any vehicle from driving on any public right of way unless the vehicle has been so constructed as to prevent its contents from escaping and forming fugitive dust. This requirement is relevant and appropriate with respect to off site transport of any site construction spoil which may be sent to off site-disposal facilities.
329 lAC 4.1-4 covers requirements for storage and disposal of wastes containing PCBs. Any sludge, soil, or other material generated by a water treatment facility or excavation of on-site material must be managed as PCB remediation in accordance with 40 CFR 761.61. This requirement is relevant and appropriate with respect to PCB-contaminated soil generated by any excavation at the site or by the construction of the water capture and treatment facilities. Likewise, this
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•
•
requirement is relevant and appropriate with respect to PCB-contaminated sludge generated by the potential water treatment facility.
329 lAC 3.1, Universal Waste Rule, relates to all wastes generated by remediation activities which must be analyzed to determine whether they meet the characteristics of hazardous waste. If they meet these characteristics, they must be disposed of in an approved RCRA permitted facility in accordance with 40 C.F.R. 260-280. This requirement is relevant and appropriate with respect to waste generated by any excavation at site or by the construction of the water capture and treatment facilities. Likewise, this requirement is relevant and appropriate with respect to PCB-contaminated sludge generated by the water treatment facility.
329 LAC 10, Solid Waste Land Disposal Facilities, requires that all wastes determined to be non-hazardous must be disposed of in a facility permitted to accept such waste. This requirement is relevant and appropriate with respect to waste generated by any excavation at the site or by the construction of the water capture and treatment facilities. Likewise, this requirement is relevant and appropriate with respect to PCB-contaminated sludge generated by the water treatment facility.
327 lAC 2-1-6 Table 1, Surface Water Quality Standards, requires any discharges to the waters of the state must meet IDEM water quality standards. The State of Indiana has stated in correspondence that it typically sets an effluent limit of .3 ppb for PCBs discharged by treatment plants into waters other than the Great Lakes System. The USEPA has determined that not withstanding the designation of 327 lAC 2-1-6 Table 1 as an ARAR, only the discharge limit of .3 ppb for PCBs is designated as a performance standard for any discharge to Stout's Creek.
It should be noted that a meeting was held on September 10, 2009 with representatives of Monroe County to determine if the County Drainage Board would be providing substantive requirements for the passive drain network. Mr. Todd Stevenson and Mr. Dennis Williamson attended the meeting representing the County. It was their opinion that the drainage board regulations would not be considered substantive requirements for this system.
•
10. References
CBS 2009a, "Remedial Design/Remedial Action Work Plan for Operable Unit 2, Site Groundwater at the Bennett's Dump Site, Monroe County, Indiana", CBS draft dated August 2009.
CBS 2009b, "Groundwater Investigation Plan for the Passive Drain System and Icebox Quarries at Bennett's Dump, Bloomington Indiana", CBS draft dated September 2009.
CBS 2006, "Summary of Results of Test Pit Excavation and Pumping at Bennett's Dump", CBS Bloomington Project, May 2006.
U.S. District Court 2009, "Agreed Amendment to the Consent Decree Providing for Remedial Actions at Neal's Landfill, Lemon Lane Landfill and Bennett's Dump and Addressing General Matters", United States District Court for the Southern District of Indiana, Indianapolis Division, entered July 24, 2009.
Viacom 2005a,"Bennett's Dump Quarry Pump Down Test Report", Viacom report dated June 16, 2005.
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LEGEND
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Figure 1. Site Locotion Mop Bennett's Dump
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LEGEND
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CBS
Figure 3. Wedge Quarry Passive Drain Site Plan
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PSARA TECHNOLOGIES, INC
LEGEND CBS
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LEGEND CBS
Figure 5. Quarry Drain Details
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Figure 6. Quarry Drain Details
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ATTACHMENT A
Storm Modeling and Pipe Sizing Report
SECTION 0001
Storm Water Drainage, Pipe and Installation
PART 1 GENERAL
1.1 SCOPE
A. Storm drainage pipe are to be furnished and installed in accordance with pipe manufacturer and ASTM D2321.
PART 2 PRODUCTS
2.1 MATERIAL
A. Polypropylene Storm Water Drainage Pipe shall be used. Material properties shall be impact modified copolymer poly propylene and conform toASTMD4101
PART 3 EXECUTION
3.1 GENERAL
A. Piping should be transported, staged, or stored in a way to prevent damage.
B. Pipe should be laid on the exact grade and line. Pipe joints should be performed on grade and in the line of the piping runs. If pipe has a joint or grade change following laying it must be replaced with new section of pipe.
C. Pipe interiors should be cleaned thoroughly of all objects before lowering into the trench for installation.
D. Joints must be constructed to attain a watertight seal as specified in ASTM D3212.
E. Pipes should be marked as specified in AASHTO M294. Markings should include: specification designation, nominal size, manufacturer name, trade name, plant designation code, and date of manufacture.
F. Pipe must have a maximum deflection of 5%.
3.2 INSTALLATION, PIPE AND FITTING REQUIREMENTS
A. Pipe shall be installed in accordance with the manufacturer's
recommended installation procedures and ASTM D2321.
B. Piping must have a Manning's number ,n, value of 0.012 or approved alternative.
C. Joint lubricants must be approved by the manufacturer. Gaskets shall be shipped In containers with identification of the batch from which the gaskets were fabricated. Gaskets must meet ASTM F477.
3 3 PIPING PLACEMENT
A The Contractor shall be furnished with distances from the survey hubs set to the flow line of the pipe. The Contractor shall furnish and erect grade boards, sleepers and targets and transfer the lines and grades thereto for laying pipe.
B. Trench must be constructed to a width of 1.5 times the outside diameter of the pipe plus 12-inches or use acceptable standards in ASTM D2321.
C. Crushed gravel base for pipe shall be placed in the trench to a minimum depth of six (6) inches below the flow line of the pipe. The top of the gravel base shall be placed at the grade line of the pipe.
D The installation of pipe shall commence at the lowest point long the pipe and shall proceed so that the spigot end of the section being laid is placed into the bell end of the pipe already laid.
E. Piping must have a minimum cover of 24-inches or meet manufacturer's recommendations.
3.4 RE-INSTALIJ\TION
A. Deflections that exceed 5% require the replacement on piping section.
END OF SECTION
ATTACHMENT B
Preliminary Technical SpeciHcations for Pipe Materials and Installation
STORM WATER MODELING WEDGE QUARRY PASSIVE DRAINAGE SYSTEM
BENNETT'S DUMP BLOOMINGTON, INDIANA
Prepared for •
CBS Corporation Bloomington Project
i 1 Stanwix Street Pittsburgh, Pennsylvania 15222-1384
Prepared by.
PSARA Technologies, Inc. 10925 Reed Hartman Highway
Suite 220 Cincinnati, Ohio 45242
September 2009 PSARA PN 30500.32
TABLE OF CONTENTS
Section 1: Introduction 1.1 Project Objectives 1
Section 2: Facility Description 2.1 Modeling Software 2 2.2 Watershed Delineation 2 2.3 Hydrographs 2 2.4 Drainage Pipe Design 3
List of Tables
Table 1. Modeling Design Parameters
List of Figures
Figure 1. Site Location Map Figure 2. Site Map Figure 3. 5-yr, 24-hr Reservoir Routing
Attachments
ATTACHMENT A ATTACHMENT B ATTACHMENT C
EaglePoint Output, Unit Hydrograph EaglePoint Output, 5-yr 24-hr Computed Flood Hydrograph EaglePoint Output, Outlet Structure and Reservoir Routing
Wedge Quarry Passive Drainage System Bennett's Dump, Bloomington, Indiana September 2009
S E C T I O N 1 : I N T R O D U C T I O N
The Bennett's Dump site is located northwest of the town of Bloomington, Indiana, in Monroe County, Indiana (Figure 1). The site is located in a former quarry area where limestone blocks were removed as building stone. It is situated in a wooded area characterized by exposed, waterfilled, former limestone quarries.
The objective or this project was to perform storm water flow modeling to assist in the design of a passive drain that will lower water levels in existing quarries at the Benixett's Dump site.
tVedge Quany Passive Drainage System Bennett's Dump, Bloomington, Indiana September 2009
S E C T I O N 2: S T O R M W A T E R M O D E L I N G
The goal of the passive drainage system at the Bennett's Dump site is to lower the water level in all quarries upstream of the site to below a specified elevation. Piping will be installed to connect South Wedge Quarry and Pit "A". Figure 2 is a site layout map showing the planned locations of pipes connecting the quarries.
2.1 Modeling Software
Storm water modeling was performed using Eagle Point 2001 software (revision 1.3.0). Eagle Point offers a storm water modeling module that works in conjunction with computer aided drafting (CAD) software. AutoCAD 2002 was used as the drafting software for this project. The storm water modeling module is capable of creating unit hydrographs, computing flood hydrographs, reservoir routing information, and channel routing.
2.2 Watershed Delineation
Watershed delineation was the first step in generating a storm water model for the Bennett's Dump site. This was accomplished by using topographical data and information gathered through connectivity quarry pump tests. The watershed delineated for a discharge point at Wedge Quarry South includes Pit "A". This includes 23.5 acres of woods/forest and quarries. Input information used for the development of the storm water model is shown in Table 1. The delineated watershed is shown in Figure 2
2.3 Hydrographs
In the storm water module, the unit hydrograph was constructed using the watershed area and determining a curve number. The watershed area was input as 23.5 acres with a curve number of 58. The SCS curvilinear method was used incorporating the TR-55 method of determining the time of concentration to generate the unit hydrograph. The unit hydrograph is included in Attachment A.
The computed flood hydrograph was developed using the site-specific unit hydrograph. The computed flood hydrograph is useful for determining the hydrograph for a specified rainfall event. It was determined that the 5-year, 24-hour storm would be an adequate design for the passive drainage system. The SCS type II rainfall distribution graphs were used to determine rainfall amounts for design storms for Bloomington, Indiana. The 24-hour rainfall amount for the 5-yr storm event was determined to be 3.8 inches. The 5-yr, 24-hr computed flood hydrograph is in Attachment B.
Wedge Quarry Passive Drainage System Bennett's Dump, Bloomington, Indiana September 2009
2.4 Drainage Pipe Design
In the storm water module, the quarry information and the outlet structure (quarry drainage piping) were added. With the use of reservoir routing, the design storm was used to size the quarry drainage pipe and evaluate the water levels in the quarry. It was determined that a 36-inch pipe installed at 736.5 ft elevation in Wedge Quarry South would be capable of keeping the water level below 737.03 ft in the 5yr, 24-hr storm event. The outlet structure information and reservoir routing data, including quarry water levels, are included in Attachment C. Figure 3 shows the 5-yr, 24-hr reservoir routing graph.
Wedge Quarry Passive Drainage System Bennett's Dump, Bloomington, Indiana September 2009
TABLES
Table 1. Summary of Storm Water Modeling Design Parameters Wedge Quarry Passive Drain System
Bennett's Dump Bloomington, Indiana
PARAMETER
ModelA^ersion Used
Run Date
Design Storm Scenario
5-year 24-hour Rainfall
Drainage Basin Area
Curve Number
Infiltration Rate
Basin Surface Area (Wedge Quarry South & Wedge Quarry) Pipe
Manning Number
Pipe Length
Slope
Inlet elevation
Outlet Elevation
VALUE
Eagle Point 2001, revision 1.3.0, Storm Water Modeling Module
September 17,2009
5-year, 24-hour storm
3.8 inches
23.5 acres
58- Woods and Forest. Fair to good, Hydraulic Soil Group "B"
0.15 to 0.30 in/hr (wet), Group "B" soil
29,164 Sq. Ft.
36-inch Round N-12 Corrugated Pipe
0.012
260 feet
2.0%
736.5 ft
731.3 ft
Reference
See Figure 2
FIGURES
•44 pf^^ffi^mmy^ydmymxy^, s touts Creek-
^ ; V : ^ ^ r ^ ^ ~ ; ^ - V " ? ^ ^ ^ : : ' \ C^5; ^ {\ ''>A^^
\ • \ V % x \ \ •'•-;:^-\- i v \ x \ -L , ' 1 / ' y'<:-'-^
Ay'l>-1 '1
; / • - '
" ^ 1 ^ \
^ ^ - - - • C '-
ttfeS^' ^S/'&J*'>^':' ' '•
, ''
VT:^^ " "^ " ' ' " - ^ •>-" - <Cv\^
V-"-""- - - N ' O X ' ^ ^ X N / / • ' . ' ' ,
1 /
l""-CHNOfO0f!-'-' I' C
Water Sl ied Area LEGEWD
Test Pit
TesL PiL Ground S m f a c e Elevulioii Loc.iLjon'
Waterf i l led Q u a r r y
nackf i J ied Q u a r r y
CBS
Slle tUp Benn*tU Dump
m
o
6
5
4
3
2
arog ine v s o
J
1 / ^
•v
= ^
0 250 500 750 1000 1250 1500
" m e (n I n) - 5~-yr - F l o o d - Res Route 5 - v r - Flood
750
PZ locution CW and B«lrock Contoura 0 - 1 3 - 0 4 - 2.d>g 0S/21/DS - (U22{ i in TAB S.5-11
PSARA TECHNOLOGIES, INC
LEGEND VUCOM INC.
Rgure 3 5 — ^ 24—hr Reservoir Routing
Bennetts Dump Bloonnington, Indiono
Draum By: RLB
DaU 8/21/m
Soalt: NTS
ATTACHMENT A
Eagle Point, Unit Hydrograph
Unit Hydrographs.txt
Project: Bennetts SW Modeling scenario: Standard
Date: 09-21-09 Time: 11:43:07 Page: 1
UNIT HYDROGRAPH REPORT
Number Name
1 SBl
Type
SCS Curvilinear
Defined
Yes
Hydrograph Number:! Name: SBl Type: SCS curvilinear
[UNIT HYDROGRAPH INFORMATION] Peak Flow (Qp) Time to Peak (Tp) Time of Base (TD) Volume shape Factor Time Step Excess Rain storm Duration Lag Time
[BASIN INFORMATION]
Overal l Approximation
[TIME CONCENTRATION -- TR-55]
SHEET FLOW Manning's Roughness Coef. (n) 2-yr 24-hr Ra in fa l l (R) Flow Length (L) Land Slope (S) Travel Time o f Sheet Flow
SHALLOW FLOW K_Coeff ic ient (K) Flow Length (L) watercourse slope Cs) Travel Time o f shal low Flow v e l o c i t y (V)
CHANNEL FLOW Hydraulic Radius (R) Manning's Roughness Coef. (n) Flow Length CL) Channel slope (s) Travel Time of Channel Flow channel velocity (V)
[TIME OF CONCENTRATION] Time of Concentration (Tc)
23.50 58
33.00 Ccfs) 32.31 (min) 161.56 Cmin) 1.96 (ac-ft) 484.00 1.00 (min) 1.00 (in) 6.45 (min) 29.08 (min)
[WEIGHTED WATERSHED AREA]
Description Area CN
<None>
Page 1
0.40 3.10 (in) 300.00 (ft) 0.08 (ft/ft) 30.18 (min)
0.08 252.00 (ft) 0.10 (ft/ft) 17.93 (min) 0.23 (ft/s)
2.50 (ft) 0.04 387.00 (ft) 0.05 (ft/ft) 0.36 (min) 17.88 (ft/s)
48.47 (min)
Unit Hydrographs.txt
[ u n i t Hydrograph Flow va lues: Time vs . Flow]
[The time i n t e r v a l i s 1.00 min]
Time I n t e r va l Time (min) Flow (c f s )
1 1.00 2 2.00 3 3.00 4 4.00 5 5.00 6 6.00 7 7.00 8 8.00 9 9.00 10 10.00 11 11.00 12 12.00 13 13.00 14 14.00 15 15.00 16 16.00 17 17.00 18 18.00 19 19.00 20 20.00 21 21.00 22 22.00 23 23.00 24 24.00 25 25.00 26 26.00 27 27.00 28 28.00 29 29.00 30 30.00 31 31.00 32 32.00 33 33.00 34 34.00 35 35.00 36 36.00 37 37.00 38 38.00 39 39.00 40 40.00 41 41.00 42 42.00 43 43.00 44 44.00 45 45.00 46 46.00 47 47.00 48 48.00 49 49.00 50 50.00 51 51.00 52 52.00 53 53.00
0. 0. 0. 1. 2. 2. 3. 4. 5. 6. 7. 9. 10 11 13 15 17 19 21 22 24 26 27 28 29 30 31 32 32 32 32 32 32 32 32 32 31 31, 30 29, 29, 28. 27, 26. 25. 24. 23. 22. 21, 20. 19. 18. 17.
Page 2
31 61 92 54 25 97 79 71 63 65 87 10 .35 .99 .62 .26 .15 .09 .03 .78 .42 .05 .49 .61 .74 .78 .40 .01 .62 .76 .87 .97 .93 .83 .73 .39 .78 .17 .53 .81 .10 ,38 ,57 ,75 ,93 96 94 92 79 56 34 17 15 1
54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116
54.00 55.00 56.00 57.00 58.00 59.00 60.00 61.00 62.00 63.00 64.00 65.00 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 76.00 77.00 78.00 79.00 80.00 81.00 82.00 83.00 84.00 85.00 86.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 96.00 97.00 98.00 99.00 100.00 101.00 102.00 103.00 104.00 105.00 106.00 107.00 108.00 109.00 110.00 111.00 112.00 113.00 114.00 115.00 116.00
Unit Hydrographs.txt 16.13 15.13 14.42 13.70 12.99 12.36 11.74 11.13 10.58 10.07 9.56 9.10 8.73 8.35 7.98 7.61 7.24 6.86 6.55 6.24 5.94
,63 33 02 ,76 55 35
4.15 3.94 3.74 3.53 3.38 3.23 3.07 2.92 2.77 2.61 2.48 2.37 2.26 2.14 03 92 81 73 66
1.58 1.50 1.43 1.35 1.29 1.23 1.17 1.12 1.06 1.01 0.95 0.91 0.87 0.83 0.79 0.75 0.71
Page 3
117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162
unit Hydrographs.txt 117.00 0.67 118.00 0.64 119.00 0.61 120.00 0.58 121.00 0.55 122.00 0.52 123.00 0.49 124.00 0.47 125.00 0.45 126.00 0.43 127.00 0.41 128.00 0.39 129.00 0.37 130.00 0.35 131.00 0.34 132.00 0.33 133.00 0.32 134.00 0.30 135.00 0.29 136.00 0.28 137.00 0.27 138.00 0.26 139.00 0.24 140.00 0.23 141.00 0.22 142.00 0.21 143.00 0.19 144.00 0.18 145.00 0.17 146.00 0.16 147.00 0.15 148.00 0.14 149.00 0.13 150.00 0.12 151.00 0.11 152.00 0.10 153.00 0.09 154.00 0.08 155.00 0.07 156.00 0.06 157.00 0.05 158.00 0.04 159.00 0.03 160.00 0.02 161.00 0.01 161.56 0.00
Page 4
ATTACHMENT B
Eagle Point, 5-yr 24-hr Computed Flood Hydrograph
5-yr Computed Flood Hydrographs.txt Date: 09-21-09
Project: Bennetts SW Modeling Time: 11:45:59 scenario: standard Page: 1
FLOOD HYDROGRAPH REPORT
Number Name Type Defined
1 5-yr Computed Flood Yes
Hydrograph Number: 1 Name: 5-yr Type: computed Flood
[HYDROGRAPH INFORMATION] Peak Flow (Qp) = 5.65 ( c f s ) Time t o Peak (Tp) = 750.00 (min) Time o f Base (Vb) = 1599.06 (min) Volume = 1 .11 ( a c - f t ) Time s tep = 1.00 (min) Flow M u l t i p l i e r = 1.00
[UNIT HYDROGRAPH INFORMATION] Number = 1 Type = SCS Curvilinear Peak Flow (Qp) = 33.00 (cfs) Time to Peak (Tp) = 32.31 (min) Time of Base (To) = 161.56 (min) Volume = 1.96 (ac-ft) Shape Factor = 484.00 Time Step: = 1.00 (min) Excess Rain = 1.00 (in) Lag Time = 29.08 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description Area CN
<None>
O v e r a l l A p p r o x i m a t i o n 23 .50 58
[TIME CONCENTRATION - - User D e f i n e d ] Time o f C o n c e n t r a t i o n (Tc ) = 48.47 (min)
[RAINFALL DESCRIPTION] D i s t r i b u t i o n Type = SCS I I T o t a l P r e c i p i t a t i o n = 3.80 ( i n ) Re tu rn P e r i o d = 5 ( y r ) Storm D u r a t i o n = 24.00 ( h r )
[Hydrograph Flow V a l u e s : Time v s . F low] [TIME CONCENTRATION -- 5.00]
Time Time incremental Cumulative Incremental Design Interval Rainfall Rainfall outflow outflow
(min) (in) (in) (cfs) (cfs)
Page 1
5-yr Computed Flood Hydrographs.txt 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203
705.00 710.00 715.00 720.00 725.00 730.00 735.00 740.00 745.00 750.00 755.00 760.00 765.00 770.00 775.00 780.00 785.00 790.00 795.00 800.00 805.00 810.00 815.00 820.00 825.00 830.00 835.00 840.00 845.00 850.00 855,00 860.00 865.00 870.00 875.00 880.00 885.00 890.00 895.00 900.00 905.00 910.00 915.00 920.00 925.00 930.00 935.00 940.00 945.00 950.00 955.00 960.00 965.00 970.00 975.00 980,00 985.00 990.00 995.00 1000.00 1005.00 1010.00 1015.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3,80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80
0.00 0.03 0.07 0.15 0.20 0.25 0.22 0.13 0.07 0.00 -0.06 -0.10 -0.10 -0.09 -0.07 -0.07 -0.06 -0.05 -0.04 -0.04 -0.03 -0.03 -0.02 -0.02 -0.02 -0.02 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.00 -0.00 -0.01 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00
0.01 0.06 0.33 0.90 1.82 3.04 4.22 5.06 5.55 5.65 5.48 5.07 4.57 4.10 3.72 3.38 3.09 2.84 2.62 2.42 2.26 2.13 2.00 1.89 1.80 1.71 1.64 1.57 1.50 1.44 1.39 1.34 1.29 1.25 1.21 1.18 1.16 1.13 1.11 1.09 1,08 1.06 1,04 1,03 1,01 0.99 0,98 0,96 0,95 0,93 0.91 0.90 0.88 0.87 0.85 0.83 0.82 0.81 0.80 0.79 0.78 0.77 0.76
Page 2
5-yr Computed Flood Hydrographs.txt 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266
1020.00 1025.00 1030.00 1035.00 1040.00 1045.00 1050.00 1055.00 1060.00 1065.00 1070.00 1075.00 1080.00 1085.00 1090.00 1095.00 1100.00 1105.00 1110.00 1115.00 1120.00 1125.00 1130.00 1135.00 1140.00 1145.00 1150.00 1155.00 1160.00 1165.00 1170.00 1175.00 1180.00 1185.00 1190.00 1195.00 1200.00 1205.00 1210.00 1215.00 1220.00 1225.00 1230.00 1235.00 1240.00 1245.00 1250.00 1255.00 1260.00 1265.00 1270.00 1275.00 1280.00 1285.00 1290.00 1295.00 1300.00 1305.00 1310.00 1315.00 1320.00 1325.00 1330.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80
-0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0,00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0,00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00
0.75 0.75 0.74 0.74 0.73 0.72 0.72 0.71 0.71 0.70 0.69 0.69 0.68 0.68 0.67 0.66 0.66 0.65 0.65 0.64 0.63 0.63 0.62 0.61 0.61 0.60 0.60 0.59 0.58 0.58 0.57 0.56 0.56 0.55 0.54 0.54 0,53 0,52 0,52 0.51 0.50 0.50 0.49 0.49 0.48 0.48 0.48 0.48 0.48 0.47 0.47 0.47 0.47 0.47 0.47 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46
Page 3
5-yr computed Flood Hydrographs.txt 267 268 269 270 271 271 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288
1335.00 1340.00 1345.00 1350.00 1355.00 1360.00 1365.00 1370.00 1375.00 1380.00 1385.00 1390.00 1395.00 1400.00 1405.00 1410.00 1415.00 1420.00 1425.00 1430.00 1435.00 1440.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80
-0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00
0,46 0.46 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0,44 0,44 0,44 0.44 0.44 0.44 0,44 0,44 0.44 0.43
Page 4
ATTACHMENT C
Eagle Point, Outlet Structure and Reservoir Routing
outlets.txt
project: Bennetts SW Modeling scenario: Standard
Date: 09-21-09 Time: 12:03:59 Page: 1
OUTLET STRUCTURE LISTING
Type Number Name Defined
36" dia Pipe Culvert Yes
Structure Number : 4 Type : Circular w/ square edge w/ headwall Name : 36" dia Pipe [RATING CURVE LIMIT]
Minimum Elevation = Maximum Elevation = Elevation increment
[OUTLET STRUCTURE INFORMATION] Diameter = I n v e r t E levat ion Pipe Length Slope Manning's n value = o r i f i c e Coe f f i c i en t = Ta i lwater Elevat ion Number o f Barrels
[UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(q/(A*DiamA0.5))AM-O.5*S Coe f f i c i en t K c o e f f i c i e n t M Q Maximum
[SUBMERGED EQUATION] H/Diam = c*(Q/(A*DiamA0.5))A2+Y-0.5*s coefficient c Coefficient Y Q Minimum
[DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) Hc = Specific head at critical depth (dc+VcA2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft)
736.50 739.00 0.50
3.00 736.50 260.00 0.020 0.012 0.60
731.30 1
0.01 2.00
42.85
0.04 0.67
48.97
(ft) (ft) (ft)
(ft) (ft) (ft) (ft/ft)
(ft)
(cfs)
(cfs)
[MAXIMUM DISCHARGE] Q
[CULVERT STAGE VS, DISCHARGE]
Elevation (ft) stage (ft)
27.37 (cfs)
Discharge (cfs)
736.50 737.00 737.50 738.00 738.50 739.00
0.00 0.50 ,00 ,50 ,00 50
0.00 1.61 5.77 11.97 19.33 27.37
Page 1
5-yr Reservoir Routing.txt
Project: Bennetts SW Modeling scenario: Standard
FLOOD HYDROGRAPH REPORT
Date: 09-21-09 Time: 11:53:19 page: 1
Number Name Type Defined
Res Route 5-yr Reservoir: Storage Yes
Hydrograph Number: 6 Name: • Res Route Type: Reservoir
[HYDROGRAPH INFORMATION] Peak Flow (Qp) Time to Peak (Tp) Time of Base (To) volume Time Step Peak Elevation Detention Time
[RESERVOIR STRUCTURE INFORMATION] Number Name storage Type Maximum storage Maximum Discharge
[INFLOW HYDROGRAPH INFORMATION] Number Name Peak Flow (Qp) Time to Peak (Tp) Time of Base (To) volume Flow Multiplier
[EQUATION] 0.5(I1+I2)dt + Sl-0.5(O2)dt
5-yr Storage indication
where: 11 = Previous Inflow 12 = Current inflow dt = Time increment Si = Previous Storage 52 = Current Storage 01 = Previous Outflow 02 = Current Outflow
1.79 (cfs) 826.00 (min) 1440.00 (min) 0.93 (ac-ft) 1.00 (min) 737.03 (ft) 1.52 (hr)
1 Quarrys User-Defined volume 72910.00 (cu ft) 27.28 (cfs)
1 5-yr 5.65 (c fs ) 750.00 (min) 1599.06 (min) 1.11 (ac-ft) 1.00
A = 0.5 ( I1+I2) dt B = s i - 0.5 (01) dt C = S2 + 0.5 (02) dt
computation of Reservoir Outf low Table of Storage i n d i c a t i o n Method [The time i n t e r v a l i s 1.00 min]
Page 1
5-yr Reservoir Routing.txt
Intv Time inflow A B C Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft)
1 5.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 2 10.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 3 15.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 4 20.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 5 25.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 6 30.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 7 35.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 8 40.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 9 45.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 10 50.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 11 55.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 12 60.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 13 65.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 14 70.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 15 75.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 16 80.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 17 85.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 18 90.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 19 95.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 20 100.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 21 105.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 22 110.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 23 115.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 24 120.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 25 125.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 26 130.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 27 135.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 28 140.00 0.00 0,00 0.00 0.00 0.00 0.00 736.50 29 145.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 30 150.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 31 155,00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 32 160.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 33 165.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 34 170,00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 35 175.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 36 180.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 37 185.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 38 190.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 39 195.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 40 200.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 41 205.00 0.00 0,00 0.00 0.00 0.00 0.00 736.50 42 210.00 0.00 0,00 0.00 0.00 0.00 0.00 736.50 43 215.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 44 220.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 45 225.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 46 230.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 47 235.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 48 240.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 49 245.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 50 250.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 51 255.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 52 260.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 53 265.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 54 270.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 55 275.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 56 280.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 57 285,00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 58 290.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50 59 295.00 0.00 0.00 0.00 0.00 0.00 0.00 736.50
Page 2
5-yr Reservoir Routing.txt 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122
300.00 305.00 310.00 315.00 320.00 325.00 330.00 335.00 340.00 345.00 350.00 355.00 360.00 365.00 370.00 375.00 380.00 385.00 390.00 395.00 400.00 405.00 410.00 415.00 420.00 425.00 430.00 435.00 440.00 445.00 450.00 455.00 460.00 465.00 470.00 475.00 480.00 485.00 490.00 495.00 500.00 505.00 510.00 515.00 520.00 525.00 530.00 535.00 540.00 545.00 550.00 555.00 560.00 565.00 570.00 575.00 580.00 585.00 590.00 595.00 600.00 605.00 610.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
o.oo o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O-.OO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50
Page 3
123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185
615.00 620.00 625.00 630.00 635.00 640.00 645.00 650.00 655.00 660.00 665.00 670.00 675.00 680.00 685.00 690.00 695.00 700.00 705.00 710.00 715.00 720.00 725.00 730.00 735.00 740.00 745.00 750.00 755.00 760.00 765.00 770.00 775.00 780.00 785.00 790.00 795.00 800.00 805.00 810.00 815.00 820.00 825.00 830.00 835.00 840.00 845.00 850.00 855.00 860.00 865.00 870.00 875.00 880.00 885.00 890.00 895.00 900.00 905.00 910.00 915.00 920.00 925.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.06 0.33 0.90 1.82 3.04 4.22 5.06 5.55 5.65 5.48 5.07 4.57 4.10 3.72 3.38 3,09 2,84 2.62 2.42 2.26 2.13 2.00 1.89 1.80 1.71 1.64 1.57 1.50 1.44 1.39 1.34 1.29 1.25 1.21 1.18 1.16 1.13 1.11 1.09 1.08 1.06 1.04 1.03 1.01
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.09 0.58 1.64 3.43 5.84 8.22 9.99 11.04 11.29 11.02 10.25 9.24 8.30 7.50 6.83 6.24 5.73 5.27 4.88 4.56 4.28 4.03 3.81 3.61 3.45 3.29 3.15 3.02 2.90 2,79 2.69 2.59 2.50 2.44 2.37 2.32 2.27 2.23 2.19 2.16 2.12 2.09 2.06 2.02
5-yr Reservoir Routing. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.36 9.26 82.54 365.95 1049.75 2344.39 4355.36 6993.32 10017.36 13191.10 16285.24 19133.40 21592.55 23651.10 25347.85 26742.32 27876.29 28784.82 29502.06 30053.53 30464.80 30758.39 30955.07 31071.51 31120.22 31111.68 31055.30 30959.52 30831.16 30674.99 30495.02 30295.02 30079.49 29851.46 29614.27 29372.57 29130.02 28886.99 28643.45 28400.73 28159.71 27921.25 27685.35 27452.03 27221.35
Pagi
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.99 14.72 117.17 463.67 1253.40 2689.66 4839.15 7574.74 10649.61 13821.39 16879.75 19658.30 22035.32 24017.83 25648.96 26988.30 28075,32 28943,21 29624.59 30145.67 30532.27 30805.34 30984.46 31085.94 31122.57 31104.19 31039.30 30936.15 30801.75 30640,83 30456.66 30253.10 30034.59 29804,47 29566.36 29324,13 29081,40 28838.10 28594.89 28352.51 28111.88 27873.72 27638.41 27405.80 27175.65 e 4
txt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.05 0.08 0.16 0.26 0.41 0.57 0.77 0.95 1.11 1.25 1.37 1.47 1.55 1.62 1.68 1.72 1.75 1.77 1.78 1.79 1.79 1.78 1.77 1.75 1.73 1.71 1.69 1.67 1.64 1.61 1.59 1.56 1.54 1.52 1.50 1.48 1.45 1.43 1.41 1.39
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 7.36 58.58 231.84 626.71 1344.85 2419.62 3787.45 5324.93 6910.90 8440.16 9829.54 11018.13 12009.47 12825.11 13494.84 14038.39 14472.38 14813.11 15073.67 15267.00 15403.54 15493.11 15543.86 15562.18 15552.99 15520.54 15468.96 15401.75 15321.28 15229.18 15127.40 15018.13 14903.05 14783.99 14662.86 14541.48 14419.82 14298.21 14177.00 14056.68 13937.59 13819.92 13703.61 13588.52
736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736,50 736.50 736.50 736.50 736.50 736.50 736.50 736.50 736.51 736.52 736.55 736.58 736.63 736.68 736.74 736.79 736.84 736.88 736.91 736.94 736.96 736.98 737.00 737.01 737.02 737.02 737.03 737.03 737.03 737.03 737.03 737.03 737.03 737.03 737.03 737.02 737.02 737.01 737.01 737.01 737.00 737.00 736.99 736.99 736.99 736.98 736.98 736.97 736.97 736.97
186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248
930.00 0.99 935.00 0.98 940.00 0.96 945.00 0.95 950.00 0.93 955.00 0.91 960.00 0.90 965.00 0.88 970.00 0.87 975.00 0.85 980.00 0.83 985.00 0.82 990.00 0.81 995.00 0.80 1000.00 0.79 1005.00 0.78 1010.00 0.77 1015.00 0.76 1020.00 0.75 1025.00 0.75 1030.00 0.74 1035.00 0.74 1040.00 0.73 1045.00 0.72 1050.00 0.72 1055.00 0.71 1060.00 0.71 1065.00 0.70 1070.00 0.69 1075.00 0.69 1080.00 0.68 1085.00 0.68 1090.00 0.67 1095.00 0.66 1100.00 0.66 1105.00 0.65 1110.00 0.65 1115.00 0.64 1120.00 0.63 1125.00 0.63 1130.00 0.62 1135.00 0.61 1140.00 0.61 1145.00 0.60 1150.00 0.60 1155.00 0.59 1160.00 0.58 1165.00 0.58 1170.00 0.57 1175.00 0.56 1180.00 0.56 1185.00 0.55 1190.00 0.54 1195.00 0.54 1200.00 0.53 1205.00 0.52 1210.00 0.52 1215.00 0.51 1220.00 0.50 1225.00 0.50 1230.00 0.49 1235.00 0.49 1240.00 0.48
1.99 1.96 1.93 1.90 1.87 1.83 1.80 1.77 1.74 1.70 1.67 1.65 1.62 1.60 1.57 1.56 1.54 1.53 1.51 1,50 1.49 1.47 1.46 1.45 1.43 1.42 1.41 1.40 1.39 1.38 1.37 1.35 1.34 1.33 1.32 1.31 1.29 1,28 1.27 1,26 1,24 1,23 1.22 1.21 1.19 1.18 1.17 1.15 1.14 1.13 1.11 1.10 1.09 1.07 1,06 1,05 1,03 1.02 1,01 1.00 0.99 0.98 0,97
5-yr Reservoir Routing. 26993.67 26768.80 26546.25 26325.98 26108.10 25892.37 25678.55 25466.29 25255.60 25046.70 24839.75 24634.72 24432.48 24233.72 24038.97 23848.56 23662.76 23481.99 23306.52 23135.39 22967.72 22803.67 22643.35 22486.72 22333.49 22183.37 22036.41 21892.69 21751.93 21613.83 21478.34 21345.44 21215.03 21086.72 20960.45 20836.39 20714.44 20594.23 20475.56 20358.44 20243.05 20129.20 20016.52 19904.91 19794.54 19685.40 19577.40 19470.20 19363.78 19258.31 19153.70 19049.69 18946.26 18843.45 18741.25 18639.68 18538.52 18437.91 18338.05 18239.12 18141.31 18045.00 17950.65
26948.35 26723.98 26502.10 26282.39 26064.81 25849.33 25635.91 25424.10 25213.75 25005.10 24798.51 24594.10 24392.53 24194.38 24000.42 23811.05 23626.32 23446.53 23271.87 23101.49 22934.72 22771.43 22611.71 22455.67 22303.17 22153.82 22007.50 21864.24 21724.03 21586,57 21451.60 21319.14 21189.10 21061.36 20935.56 20811.84 20690.13 20570.33 20452.13 20335.30 20220.10 20106.44 19994.13 19882.87 19772.66 19663.61 19555.81 19448.92 19342.72 19237.30 19132.77 19028.96 18925.69 18822.97 18720.84 18619.39 18518.39 18417.87 18318.13 18219.44 18121.97 18026.04 17932.01
Page 5
txt 1.37 1.35 1.33 1.31 1.29 1.27 1.25 1.23 1.22 1.20 1.18 1.16 1.14 1.12 1.11 1.09 1.07 1.06 1.04 1.03 1.02 1.00 0.99 0.98 0.97 0.96 0.95 0.94 0.93 0.91 0,90 0.89 0.88 0.88 0.87 0.86 0.85 0.84 0.83 0.82 0.81 0.80 0.79 0.79 0.78 0.77 0.76 0,75 0.75 0.74 0.73 0.72 0.71 0.71 0.70 0.69 0.68 0.68 0.67 0.66 0.65 0.65 0.64
13474.86 13362.67 13251.72 13141.85 13033.05 12925.30 12818.58 12712.66 12607.48 12503.15 12399.84 12297.63 12196.84 12097.75 12000.76 11906.07 11813.70 11723.79 11636.45 11551.26 11467.87 11386.22 11306.35 11228.33 11152.07 11077.39 11004.22 10932.59 10862.48 10793.74 10726.25 10660.02 10594.99 10531.12 10468.21 10406.35 10345.49 10285.58 10226.48 10168.06 10110.46 10053.62 9997.46 9941.83 9886,72 9832.19 9778.29 9724.84 9671.73 9619.02 9566.75 9514.84 9463.20 9411.84 9360.77 9310.04 9259.54 9209.27 9159.40 9110.05 9061.31 9013.34 8966.33
736.96 736.96 736.95 736.95 736.95 736.94 736.94 736.94 736.93 736.93 736.93 736.92 736.92 736.91 736.91 735.91 736.91 736.90 736.90 736.90 736.89 736.89 736.89 736.89 736.88 736.88 736.88 736.87 736.87 736.87 736.87 736.87 736.86 736.86 736.86 736.86 736.85 736.85 736.85 736.85 736.85 736.84 736.84 736.84 736.84 736.84 736.84 736.83 736.83 736,83 736,83 736.83 736.82 736.82 736.82 736.82 736.82 736.82 736.81 736.81 736.81 736.81 736.81
249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288
1245.00 1250.00 1255.00 1260.00 1265.00 1270.00 1275.00 1280.00 1285.00 1290.00 1295.00 1300.00 1305.00 1310.00 1315.00 1320.00 1325.00 1330.00 1335.00 1340.00 1345.00 1350.00 1355.00 1360.00 1365.00 1370.00 1375.00 1380.00 1385.00 1390.00 1395.00 1400.00 1405.00 1410.00 1415.00 1420.00 1425.00 1430.00 1435.00 1440.00
0.48 0.48 0.48 0.48 0.47 0.47 0.47 0.47 0.47 0.47 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.43
0.96 0.96 0.96 0.95 0.95 0.94 0.94 0.94 0.94 0.93 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.91 0.91 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.89 0.89 0.89 0.89 0.88 0.88 0.88 0.88 0.88 0.87 0.87 0.87 0.86
5-yr Reservoir Routing. 17858.56 17768.79 17681.50 17596.83 17514.92 17435.40 17357.38 17280.92 17206.19 17133.19 17061.80 16991.95 16923.61 16856.90 16791.69 16727.83 16665.34 16604.21 16544.42 16485.99 16428.68 16372.58 16317.67 16263.92 16211.14 16159.47 16108.79 16059.07 16010.22 15962.28 15915.24 15869.07 15823.62 15778.99 15735.05 15691.96 15649.57 15607.75 15566.49 15525.92
17840.30 17751.16 17664.44 17580.26 17498.79 17419.57 17342.00 17265.95 17191.47 17118.72 17047.66 16978.23 16910.21 16843.71 16778.76 16715.23 16653.02 16592.13 16532.59 16474.44 16417.40 16361.49 16306.83 16253.27 16200.75 16149.26 16098.75 16049.22 16000.58 15952.83 15905.91 15859.87 15814.63 15770.19 15726.38 15683.40 15641.14 15599.49 15558.37 15517.75
txt 0.63 0.63 0.62 0.61 0.61 0.60 0.60 0.59 0.59 0.59 0.58 0.58 0.58 0.57 0.57 0,56 0.56 0.56 0.55 0.55 0.55 0.55 0.54 0.54 0.54 0.53 0.53 0.53 0.53 0.52 0,52 0.52 0.52 0.51 0.51 0.51 0.51 0.50 0.50 0.50
8920.46 8875.89 8832.53 8790.44 8749.70 8710.09 8671.30 8633.27 8596.03 8559.65 8524.12 8489.40 8455.39 8422.14 8389.66 8357.90 8326.79 8296.35 8266.57 8237.49 8208.97 8181.02 8153.68 8126.91 8100.64 8074.90 8049.64 8024.87 8000.55 7976.68 7953.22 7930.19 7907.57 7885.35 7863.45 7841.96 7820.83 7800.00 7779.44 7759.12
736.81 736.80 736.80 736.80 736.80 736.80 736.80 736.80 736.79 736.79 736.79 736.79 736.79 736.79 736.79 736.79 736.79 736.78 736.78 736.78 736.78 736.78 736.78 736.78 736.78 736.78 736.78 736.78 736.77 736.77 736.77 736.77 736.77 736.77 736.77 736.77 736.77 736.77 736.77 736.77
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Steigerwald, Beth A
From: Steigerwald, Beth A
Sent: Tuesday, September 22, 2009 5:00 PM
To: '[email protected]'; '[email protected]'; '[email protected]'
Subject: Bennett's Dump Preliminary Design
Attachments: Passive Drain Prelim Design Package Sept 2009.doc; BD passive drain design figs 9-22-09.pdf; Att B BD Pass drain Technical Specifications SECTION 0001 9-22-09.pdf; Att B BD Pass drain Technical Specifications SECTION 0001 9-22-09.pdf
Dottie AIke asked me to send you the attached electronically. Please note that a hard copy will follow.
In accordance with the Consent Decree Amendment entered by the court on July 24, 2009, please find attached the Bennett's Dump Preliminary Design, Passive Dram Network, Wedge Quarry and Pit A to Stout's Creek
Please provide us with any comments at your earliest convenience.
Beth Steigerwald CBS Corporation 412.642.3346
9/22/2009