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Town of Boonsboro

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Wastewater System Master Plan and Hydraulic Model

Boonsboro Municipal Utilities Commission

Boonsboro, MD November 2020 DRAFT Report

WWTP

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Boonsboro Municipal Utilities Commission (BMUC) • Town of Boonsboro, Maryland Wastewater System Master Plan and Hydraulic Model November 11, 2020

Page i

List of Tables

Table 2.1: Basin & Flow Analysis Overview ...6

Table 2.2: Calibrated Model Overview ...9

Table 2.3: Pipeline Segments Lined Using CIPP ... 11

Table 3.1: Proposed Development Overview ... 13

Table 4.1: Peak Flows Under Wet Weather Conditions ... 15

Table 4.2: Buildout Flow Percentage of Contributions by Development ... 16

Table 4.3: Pipeline Capacity Restrictions for Existing System Under Existing Conditions ... 18

Table 4.4: Pipeline Capacity Restrictions for Existing System Under Buildout Conditions ... 20

Table 6.1: Improvement Cost Estimates ... 27

Table 6.2: Developer Contributions ... 28

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Page ii

List of Figures

Figure 1.1: Town of Boonsboro Wastewater System ...2

Figure 2.1: Town of Boonsboro System Basin Boundaries ...7

Figure 2.2: Town of Boonsboro Sewer System Manhole Identification ...8

Figure 2.3: Location of Sycamore Run Development ... 10

Figure 2.4: CIPP Lined Segments ... 12

Figure 3.1: Proposed Development Tie-In Locations ... 14

Figure 4.1: Pipeline Capacity Restrictions for Existing System Under Existing Conditions ... 17

Figure 4.2: Pipeline Capacity Restrictions for Existing System Under Buildout Conditions ... 19

Figure 4.3: Hydraulic Grade Line and Depth of Flow from Manhole N34 to Manhole N46: Existing and Buildout Scenario Results ... 21

Figure 4.4: Hydraulic Grade Line and Depth of Flow from Manholes 62-50, 50-N46, and M1-WWTP: Buildout Scenario Results ... 22

Figure 5.1: Pipe Segments Considered for Improvements ... 25

Figure 6.1: Sewer System Capacity After Implementation of Improvements Under Buildout Flows ... 29

Appendices

Appendix 1 Flow Analysis Memorandum dated May 2020 ... 30

Appendix 2 Model Calibration Memorandum dated September 2020 ... 31

Appendix 3 Profiles of Selected Pipe Segments ... 32

Appendix 4 Detailed List of Improvements per Pipe Segment ... 33

Appendix 5 Cost Estimates ... 34

Appendix 6 List of Abbreviations ... 35

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Page 1

1 Background & Introduction

1.1 Town of Boonsboro

The Town of Boonsboro (Town) was founded in 1792 by George and William Boone, cousins of noted frontiersman Daniel Boone. The Town was officially incorporated and held its first election in 1831. The construction of the National Road, the nation’s first publicly financed road connecting Baltimore to the Ohio River Valley, fueled Boonsboro’s early growth and prosperity. The road network in Boonsboro today is characterized by the convergence of several important state highways, including Maryland route 66, 67, and 68, and US Alternate Route 40. The Town grew at a slow but steady pace throughout the 20^thcentury, generally through small annexations and primarily along Main Street and Potomac Street. The pace of growth in and around Boonsboro increased during the last decade of the 20^thcentury due to expansions in regional employment opportunities and an improved regional transportation network. In 2006, the Town significantly increased its size by annexing nearly 1,000 acres of new land, primarily characterized by undeveloped agricultural land, which more than doubled the size of the municipality. As the second largest municipality in Washington County behind Hagerstown, the town has a currently estimated population of almost 3,600 residents.

The Boonsboro Municipal Utilities Commission (BMUC) oversees the operation of the Town’s water treatment, storage and distribution system, as well as sewer collection, conveyance and treatment. The BMUC is comprised of six members and a Mayor and Council Liaison.

1.2 Purpose and Objectives

The Town operates a wastewater collection, conveyance and treatment system which consists of approximately 15 miles of 8-inch, 10-inch, and 12-inch gravity sewers, 371 manholes, 5 pumping stations, and one wastewater treatment facility. The Town’s system is generally depicted in Figure 1.1. The design capacity of the wastewater treatment plant (WWTP) is 860,000 gallons per day (GPD), with historic average daily flows of 360,000 GPD (2016- 2019) and peak flows exceeding 2.11 MGD (March 2019) recorded by the Town. The Town has been undergoing further development, with multiple developments slated to come online between now and 2050.

The purpose of this project is to determine how much capacity is available for additional flows from proposed developments and what improvements may be needed based on existing conveyance and treatment capacity.

Modeling of the existing wastewater system will provide the Town with an understanding of how to address current flows as well as plan for developments’ impacts on collection, conveyance, and treatment capacity.

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Page 2

Figure 1.1: Town of Boonsboro Wastewater System

1.2.1 Scope of Work

The Town of Boonsboro contracted with Whitman, Requardt & Associates, LLP (WRA) to construct a system hydraulic water model and establish the Town’s master planning document. WRA’s scope of work includes the following:

Data Collection and Review—review of existing system maps, as-built drawings, pump station information, influent WWTP data, rainfall data, and water meter records, and collection of necessary field surveys. Evaluation of record drawings, county topographic data and benchmarks, and field surveys will determine the elevation of major facilities (i.e. manholes, pump station wet wells, and the influent chamber at the WWTP). WRA will develop physical and

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Page 3

operational attributes within the hydraulic model software for major system components including pipelines, pump stations, and wastewater treatment facilities.

Wastewater System Hydraulic Model—development of a GIS-compatible hydraulic model, including system design criteria consistent with industry and MDE standards, to be used in the modeling process. Flow analysis and model calibration using available flow data will be documented in memorandums and used to build multiple scenarios in the hydraulic model. Scenarios to be modeled include the existing system, the existing system under wet weather conditions, the existing system under buildout conditions, and the existing system under wet weather buildout conditions.

Wastewater System Master Plan Report Development—the Wastewater System Master Plan will include existing and future system requirements and develop recommendations for the enhancement of system performance and operations. Recommendations will include improvements for the existing wastewater system and proceeding through the currently anticipated buildout.

1.2.2 Data Collection

Data collection consisted of evaluating system pipeline and facility as-built drawings, flow records and maps, existing AutoCAD drawing files, and ArcGIS shapefiles. Drawings, records, metering data, and maps were provided by the Town. Additionally, surveys of existing manholes were collected to supplement available elevation data and to verify manhole locations. All data that was collected as part of this project and utilized in the development of the master plan is listed below.

Survey

• 346 manholes surveyed

o 8 manholes surveyed with inverts but no rim o 45 manholes surveyed with rims but no inverts As-built & Design Drawings

Note: Survey information was prioritized whenever available to spot check as-built elevations and obtain data that was not covered by the as-built and design drawings. Elevations from as-builts were adjusted to the current datum whenever necessary.

• Crestview Development:

o Chestnut Avenue (1973)

• Fletcher’s Grove Development:

o Fletcher’s Grove (2004)

▪ Chase Six Boulevard entrance & Tiger Way intersection o Fletcher’s Grove Commercial Lot 2 (2015)

▪ C-6 Site Details and Profiles (cleanouts and sewer house connections only)

▪ C-6A Water Sewer Details o Boonsboro Dollar General (2016):

▪ Note: force main from Dollar General discharges into Fletcher’s Grove.

▪ Approved Construction Set

▪ As-Built 11

• Graystone Hills:

o Graystone Drive and Della Lane (1974):

o Graystone Drive (1986):

▪ Graystone Drive from Della Lane to Winner Lane

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Page 4

▪ Note: Elevations (including manhole rims / existing grade) were approximately 40’ off from surveyed elevations and from 1974 drawings. No datum specified. Survey elevations were used as much as possible in this area.

o Greystone Hills East (1988):

▪ Kerns Drive and David Drive intersection o Greystone Hills Pump Station (2012):

▪ TT&K proposed development tie-in

• Park View Drive Interceptor Upgrade (2004):

• Park Main (N46 to N54):

o Park Main – As-Built Submittal (2019)

o Park Main – As-Built Submittal Hand Drawing (No Date)

• Easterday:

o Osterag Pass Entrance Plans (2016) o South End Pump Station Plans (2014) o Pump Station Plans – S3.0 (2016)

▪ Pump station section views only

• Sycamore Run:

o Note: Sycamore Run is still under construction.

o Phase 1 As-Built (2018) o Phase 2 As-Built (2018) o Phase 3 As-Built (2018)

o Young Ave Pump Station Bypass As-Built (2018) o AutoCAD drawings

• WWTP (2005):

o Treatment plant plans only (no upstream manholes or collection system pipes)

• SHA Roadway and Stormwater Plans:

o US 40 Alt Boonsboro from MD 68 to 0.5 Miles West of MD 67 (2000) o Roadway plan: Intersection of US 40 and MD 68 (2003)

ADS Flow Metering Data

• 5-Minute Rainfall Data (April 11, 2016 – August 29, 2016)

• 5-Minute Gravity Sewer Meter Data: (April 7, 2016 – August 29, 2016) o Meter locations: Manholes H, 51, 54A, 45, and 33A

▪ Meter 45: No data from August 23, 2020 – August 29, 2020

▪ Meter 33A: No data from July 8, 2016 – July 20, 2016 Data Collected by the Town

• WWTP:

o Daily influent and effluent flow rates (January 2016 – October 2019) o Daily rainfall depth (January 2016 – October 2019)

• Pump Stations:

o Weekly run times:

▪ Route 34 Pump Station (January 2016 – December 2019)

▪ Crestview Pump Station (January 2018 – December 2019)

▪ Young Ave Pump Station (January 2016 – December 2019):

o Daily run times:

▪ South End Pump Station (January 2016 – December 2019)

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Page 5

• Water Data:

o Monthly water pumped from source (January 2016 – September 2018) o Monthly usage per town (January 2016 – September 2018)

o Residential distribution records (September 2016 – September 2018) GIS Databases

Note: Elevations in manhole and gravity main databases were updated whenever survey or as-built information was available. XY (Northing and Easting) coordinates were used to match survey points to existing manholes in the database. Surveyed pipe invert elevations were assigned to existing pipes in the GIS database based on the relative XY position of survey points around manholes. Some new manholes and pipes were added to the databases (i.e. Sycamore Run development). Updated GIS databases will be provided to the Town.

• Manholes

o Approximate XY coordinates were included in the original GIS database o Some rim elevations were included in the original GIS database

• Gravity Mains

o Pipe lengths and diameters were included in the original GIS database o Some invert elevations were included in the original GIS database

• Pump Stations

o Approximate XY coordinates were included in the original GIS database

• Forcemains

o Lengths and diameters were included in the original GIS database Other Data Sources

• NOAA Precipitation Frequency / Return Interval Estimates (Keedysville)

• NOAA Daily Precipitation Summaries

o Boonsboro (June 2016 - January 2020) o Keedysville (November 2018 – March 2020)

• USGS:

o Boonsboro Water Table Levels (January 2016 - December 2019)

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Page 6

2 Basis of System Assessment

2.1 Flow Analysis Summary

Detailed flow analysis was performed based on flow metering data collected from five sites in 2016, including both dry and wet weather flows, and was used to ascertain and quantify flow components in each basin. The results of the flow analysis are summarized in terms of gallons per minute (GPM) in Table 2.1 below. The meter basins and corresponding boundaries were utilized for both flow analysis and model calibration. As part of flow analysis, meter data was used to characterize inflow & infiltration (I/I) in the wastewater collection system in terms of both groundwater infiltration (GWI) and rain-derived inflow and infiltration (RDII). The results of the flow analysis were then used to determine basin-specific modeling parameters as part of model calibration. The entire process of flow metering data analysis is included in the Flow Analysis Memorandum dated May 2020, included in Appendix 1.

Table 2.1: Basin & Flow Analysis Overview

Basin Meter H Meter 51 Meter 54A Meter 45 Meter 33A Crestview Total Parcel Area

(Acres) 112.47 39.42 106.80 101.25 109.04 80.00

Total Pipe Length

(Inch-Diameter-Mile) 16.02 10.78 116.26 25.63 20.53 18.03

ADF* (GPM) 37.73 22.25 20.78 75.74 101.68 23.38

BSF (GPM) 21.91 12.83 12.65 27.13 20.03 16.60

GWI (GPM) 15.83 9.42 8.13 48.62 81.65 6.79

Peak Flow (GPM) 260.19 185.42 339.41 425.12 353.70 88.80

Where: ADF = average daily flow, BSF = base sanitary flow, GWI = ground water infiltration Note: ADF = BSF + GWI

Figure 2.1 shows meter locations, basin boundaries, and pipeline locations and sizes. Figure 2.2 shows the locations of key pump stations and all manholes in the wastewater system.

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FG41 FG21 FG22 FG24 FG14 FG13 FG12 FG10

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FIGURE 2.2

Town of Boonsboro Sewer System Manhole Identification ⁰ ³⁷⁵ ⁷⁵⁰ ^1,500 Feet

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Page 9

2.2 Model Development and Calibration Summary

In order to evaluate the sewer system, a hydraulic model was developed using InfoSewer software. Gravity main pipe and manhole databases were updated in ArcGIS and imported into InfoSewer using record drawings and survey data. The InfoSewer model was calibrated using flow monitoring data from 2016. The calibration process included the adjustment of roughness coefficients and breakdown of different flow loads for each basin. Calibrated peak flows and other modeling parameters are summarized in Table 2.2 below. The Model Calibration Technical Memorandum dated September 2020 is included in Appendix 2.

Table 2.2: Calibrated Model Overview

Basin Meter H Meter 51 Meter 54A Meter 45 Meter 33A Crestview Roughness

Coefficient 0.008 0.028 0.028 0.017 0.015 0.012

BSF (GPM) 17.39 15.78 10.09 27.13 20.03 16.60

BSF / Acres 0.15 0.40 0.09 0.27 0.18 0.22

GWI (GPM) 20.35 9.42 8.13 48.62 81.65 6.79

GWI / IDM 1.27 0.87 0.50 1.90 3.98 0.38

RDII (GPM) 222.45 176.87 304.68 349.37 252.02 65.42

RDII / IDM 13.89 16.41 18.73 13.63 12.28 3.63

Where: RDII = rain derived inflow and infiltration, IDM = inch-diameter-mile

Note: Flows in meter basins H, 51, and 54A were adjusted during calibration to match recorded data.

2.3 Existing System Updates

Following calibration of the existing system, upgrades and developments that are currently under construction were incorporated into the model. This included the new Sycamore Run development and CIPP lining of several pipe segments. These projects are currently ongoing and expected to be completed in the near future. Because these updates were not completed during flow metering, which was used for model calibration, they were deactivated during the calibration process. After calibration was deemed complete, the flow changes due to the Sycamore Run development and CIPP lining were incorporated into the model of the existing system.

The new Sycamore Run development ties into meter basin H via the Young Avenue pump station as shown on Figure 2.3. All pipes in Sycamore Run were assigned roughness coefficients of 0.011, and the BSF for the development was assumed to be 250 GPD per equivalent dwelling unit (EDU).

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FIGURE 2.3

Location of Sycamore Run Development ⁰ ³⁷⁵ ⁷⁵⁰ ^1,500 Feet

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Page 11

The pipe segments listed in Table 2.3 below and shown in Figure 2.4, provided by the Town of Boonsboro, are scheduled to be lined using CIPP by the end of 2020. The reduction of I/I as a result of lining can be difficult to quantify. Typically, a 10 to 25 percent reduction of I/I, which includes both GWI and RDII components, can be anticipated. As a conservative estimate, the I/I flows corresponding to each of these pipe segments were reduced by 10 percent in the model, and roughness coefficients were reduced to 0.012 to represent smoother pipe walls.

Table 2.3: Pipeline Segments Lined Using CIPP From MH To MH

Diameter (Inches)

Number of Pipes

Total Length (LF)

Load

Manhole Basin

N43 N46 10 3 1,180 N43 45

N36 N41 10 5 990 N34 45

26 30 8 4 1,080 26 H

K1 N3 8 3 1,080 K5, N5 54A

N32 N36 10 4 960 N34, T2 45

K5 K19 8 7 1,320 K19 54A

K8 K12 8 2 410 K12 54A

K4 K26 8 1 290 K5 54A

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Figure 2.4: CIPP Lined Segments

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Page 13

3 Model Development of Buildout Conditions

In order to determine the effect of future flows on the existing sewer system, data on the proposed developments was gathered and included location, number of sewer connections (or “taps”), and potential connections into the system. Overall, six proposed developments were added into the model as listed in Table 3.1.

The proposed developments were assigned an assumed BSF of 250 GPD/EDU. GWI was assumed to be negligible due to new sewer construction. A peaking factor (PF) was estimated and applied based on the Maryland Department of the Environment (MDE) Design Guidelines for Wastewater Facilities (2016). Per MDE recommendations, the PF was determined based on average daily flows at the WWTP of 0.36 MGD and utilizing the following equation:

PF = 3.2×𝐷𝑒𝑠𝑖𝑔𝑛 𝐶𝑎𝑝𝑎𝑐𝑖𝑡𝑦^5/6 𝐷𝑒𝑠𝑖𝑔𝑛 𝐶𝑎𝑝𝑎𝑐𝑖𝑡𝑦

The resulting PF of 3.8 was applied to the BSF for each development in order to estimate peak flows under wet weather conditions. For modeling purposes, each proposed development was assumed to have one corresponding tie-in manhole in the existing system, and all proposed development flows were assumed to discharge into that tie- in manhole. The tie-in locations for each proposed development, as shown on Figure 3.1, were verified with Town officials and include flow contributions as listed below in Table 3.1.

Table 3.1: Proposed Development Overview Proposed

Development

Number of Taps

BSF (GPM)

Peak Flow (GPM)

Tie-In Manhole Location

Connects to Basin

Lakin 50 8.68 32.97 N26 45

Flook 33 5.73 21.76 N30 45

Fletcher's 91 15.80 60.00 FG38 45

TT&K 360 62.50 237.35 N43 45

Easterday 193 33.51 127.25 25 H

King Road 554 96.18 365.26 STR2-4 H

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C30 C26

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K22 K12

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40B N43

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SH6 N17A

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STR15-3 STR17-3

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1 inch = 2,500 feet

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All Manholes Gravity Main

Boonesboro Town Limit

Date: 11/9/2020

FIGURE 1.1

Boonsboro Town Limits and Vicinity Map

Town of Boonsboro

Greenbrier State Park

Keedysville

Wastewater System Master Plan and Hydraulic Model

Boonsboro Municipal Utilities Commission

Boonsboro, MD November 2020 DRAFT Report

Table of Contents

List of Tables

List of Figures

Appendices

1 Background & Introduction

1.1 Town of Boonsboro

1.2 Purpose and Objectives

1.2.1 Scope of Work

1.2.2 Data Collection

2 Basis of System Assessment

2.1 Flow Analysis Summary

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FIGURE 2.1

Town of Boonsboro Sewer System Basin Boundaries 0 375 750 1,500 Feet

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FIGURE 2.2

Town of Boonsboro Sewer System Manhole Identification 0 375 750 1,500 Feet

Town of Boonsboro Sewer System Basin Boundaries ⁰ ³⁷⁵ ⁷⁵⁰ ^1,500 Feet

Town of Boonsboro Sewer System Manhole Identification ⁰ ³⁷⁵ ⁷⁵⁰ ^1,500 Feet

Location of Sycamore Run Development ⁰ ³⁷⁵ ⁷⁵⁰ ^1,500 Feet

Proposed Development Tie-In Locations ⁰ ³⁷⁵ ⁷⁵⁰ ^1,500 Feet Fletcher's (91 taps)