berwyn wastewater facility plan 2014 (city and depot district)

IEPA - Facilities Planning Submittal Checklist of 2

Before the Agency will begin review of a Facilities Plan, ALL of the items below comprising the basicminimum requirements of a Facilities Plan must be included and the page number(s) of ALL items noted.If any of the basic information is not provided the planning and loan application will be returned.

Facilities planning should contain all pertinent information detailed in Ill Adm. Code 35 Section 365.520(e).Loan Applicant should be familiar with their planning responsibilities as detailed in Section 365.520 and 530.

Loan Applicant: Agency Use: L17

Consulting Engineer: Phone:

Project Description:

Page(s)Loan applicant's background information including location, historical population, makeup ofcustomer base, conditions affecting growth, and 20 year design population/customer base.

Map(s) of existing FPA boundaries and discussion of any necessary modifications.Note: FPA boundary modifications entail additional requirements, review and sign-offs.

Detailed description of the EXISTING collection system and treatment facilities, alongwith a clear identification for the need of the proposed project(s).

Where applicable, information regarding an anti-degradation analysis pursuant to Ill. Adm.Code 35 Section 302.105 for a new or modified NPDES Permit.

Discussion of existing and proposed NPDES Permit limits.

Detailed discussion of the chosen alternative's capability to maintain compliance with all applicable laws and regulations in addition to addressing the identified system need(s).

Basis of Design for Chosen Alternative. The preliminary engineering data should include,to the extent appropriate, flow diagrams, unit process descriptions, detention times, flow rates, unit capacities, etc. to demonstrate that the proposed project will be designedin accordance with 35 Ill. Adm Code 370.

City of Berwyn

TERRA Engineering LTD 312-467-0123

The proposed project will provide a new connection to the MWRD Intercept,provide additional detention, as well as repairs and improvements to the existing system.

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IEPA - Facilities Planning Submittal Checklist of 2

Page(s)Inventory of environmental impacts of chosen alternative and a discussion of the measuresrequired during design and construction to mitigate or minimize negative environmentalimpacts. The discussion should address at a minimum; rare and endangered species,historic and cultural resources, prime agricultural land, air and water quality, recreationalareas, wetlands, floodplains and other sensitive environmental areas.

Note: The IEPA Loan Applicant Environmental Checklist must be signed by the loanapplicant's authorized representative and submitted to the Agency with all applicablesign-offs before a final Planning approval can be issued.

Reproducible 8.5 x 11 inch map(s) showing the project(s) location(s) relative to the community.

Detailed cost estimate for the alternative selected, including both capital and O, M & R costsover the 20-year planning period. The estimate should include cost items for design engineering, construction engineering, bidding, legal, construction and contingency.

Implementation plan for the proposed project including the anticipated construction schedule, the financial schedule, including necessary financial arrangements for assuring adequateannual debt service and O,M & R coverage requirements and a description of the dedicatedsource of revenue necessary for loan repayment. List any other funding involved in the project.

Detailed description of the existing residential rate structure, average water consumption or the basis for billing, current average monthly residential bill, any proposed rate changesand the proposed average monthly residential bill as a result of the project(s).

Three Copies of the Facilities Plan and related documents should be submitted to:

Infrastructure Financial Assistance Section (IFAS)Illinois Environmental Protection Agency1021 North Grand Ave. EastP.O. Box 19276Springfield, IL 62794-9276

IFAS will distribute the planning documents to the appropriate Agency staff for review, comment and approval. IFAS will contact the loan applicant if further information is needed.

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Wastewater Facility Plan

City of Berwyn Cook County, Illinois

July 2014

Prepared by: TERRA Engineering LTD 225 West Ohio Street 4th Floor Chicago, IL 60654

Wastewater Facility Plan City of Berwyn, IL

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Table of Contents I. EXECUTIVE SUMMARY ..................................................................................................................... 1

II. INTRODUCTION ............................................................................................................................... 2

A. Community Information ............................................................................................................... 2

B. Population and Demographics ..................................................................................................... 3

C. Employment Analysis ................................................................................................................... 4

D. Conditions affecting growth ......................................................................................................... 4

III. Existing Conditions ....................................................................................................................... 4

A. Description of Existing Wastewater Collection System ................................................................. 4

B. Project Area: ................................................................................................................................ 6

C. Project Need: ............................................................................................................................... 9

IV. Description of Proposed Project ................................................................................................. 10

A. Design Alternatives .................................................................................................................... 10

1. New Connection to MWRD Interceptor .................................................................................. 10

2. Relief Sewers to Improve System Balance .............................................................................. 11

3. Line Existing Sewers ............................................................................................................... 11

4. Permeable Pavers .................................................................................................................. 11

B. Basis for Design of Preferred Alternative .................................................................................... 13

C. Project Probable Opinion of Costs .............................................................................................. 13

V. Environmental Impacts .................................................................................................................. 14

A. Rare and Endangered Species .................................................................................................... 14

B. Historic and Cultural Resources .................................................................................................. 14

C. Prime Agricultural Land .............................................................................................................. 14

D. Air and Water Quality ................................................................................................................ 14

E. Recreational Areas ..................................................................................................................... 14

F. Wetlands ................................................................................................................................... 14

G. Other Sensitive Environmental Areas ......................................................................................... 15

VI. Implementation Plan ................................................................................................................. 15

VII. Rate Structure ............................................................................................................................ 15


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List of Tables Table 1 Land Use Inventory Table 2 Population and Household Change, 2000‐2010 Table 3 Observed Storm Events Causing Flooding Table 4 Area and Flow Adjustments Table 5 Estimate of Construction Costs

List of Figures Figure 1 Location Map Figure 2 Existing Sewer Network Figure 3 MWRD Network Figure 4 New Conveyance Sewer to MWRD Interceptor

List of Appendices Appendix A MWRD Historical Flows Appendix B City of Berwyn Usage Charges Report Appendix C Hydraulic Reports – Existing Appendix D Hydraulic Reports ‐ Proposed Appendix E Record of Environmental Concerns Appendix F Combined Sewer Operational & Maintenance Plan Appendix G Anticipated Project Revenues/Expenses


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I. EXECUTIVE SUMMARY The City of Berwyn, Illinois is located in west suburban Cook County approximately ten miles west of

Chicago. The City of Berwyn uses a combined storm and sanitary sewer system which was built between

75 – 90 years ago and has deteriorated with need for rehabilitation. The current local system has a

capacity for less than a 2‐year storm event. The local combined sewers discharge into the Metropolitan

Water Reclamation District (MWRD) West Town Outlet and Northwest Interceptor sewers. These sewers

ultimately flow to the Stickney Water Reclamation Plant and Chicago Sanitary and Ship Canal.

During storm events, the West Town Outlet Interceptor was designed to overflow directly into the

Chicago Sanitary and Ship Canal whenever flows exceeded the capacity of the treatment plant. To

reduce the frequency of harmful discharge into the waterway, the MWRD has developed a long‐term

plan consisting of deep tunnels and reservoirs. The plan, known as the Tunnel and Reservoir Plan (TARP),

is intended to provide temporary storage of the combined sanitary and storm flows so that they can be

treated prior to discharge into the waterway. At this time, Phase I, the deep tunnel portion of the plan,

has been constructed and functions to intercept flows that exceed the capacity of the treatment plant

until the large tunnels are filled.

Phase II of the TARP project involves the construction of flood control reservoirs. The McCook Reservoir

will serve the City of Berwyn. The MWRD plans to complete construction the first half of the reservoir by

2017. Since it has not yet been constructed, the tunnels fill approximately 20 times per year resulting in

significant upstream surging of the interceptors and local sewer, while simultaneously overflowing into

the Chicago Sanitary and Ship Canal. During these events, the Berwyn sewer system also backs up into

residential basements. Upon completion of the first half of the reservoir, combined sewer overflows into

the Chicago Sanitary and Ship Canal will be reduced to approximately 2‐3 events per year. The remaining

half of the McCook Reservoir is not scheduled for completion until 2029. When the reservoir is

ultimately finished, it will have a total capacity of 10 billion gallons.

Although the full benefit of the proposed Depot District sewer improvements will not be realized until

the TARP reservoir is 100% complete, the community will materially benefit from the improvements

provided by having better balanced local sewer systems. The water quality of the Chicago Sanitary and

Ship Canal will also benefit from the reduced overall peak demand from the local sewer system

associated with the detention volume provided by the project.

This Facilities Plan summarizes the existing community system, identifies sewer system limitations, and

recommends proposed improvements located within a central business area known as the Berwyn

Depot District. It also evaluates the improvements effects on the surrounding community. The proposed

project will provide a new connection to the MWRD Interceptor, provide additional detention to reduce

surface flooding and peak discharge to the Interceptor, redistribute flows to better balance system

capacity, and incorporate repairs to deteriorated pipes and structures.

The estimated project cost including engineering and construction is $3,000,000.

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II. INTRODUCTION

A. Community Information The City of Berwyn is located within ten miles of downtown Chicago, situated between

the Stevenson (I‐55) and Eisenhower (I‐290) Expressways and is in close proximity to

Midway and O’Hare Airports. It is serviced by the BNSF Metra Rail line and four Pace bus

routes. Berwyn is known for its stock of Chicago‐style bungalow homes, multi‐modal

infrastructure, and a diversity of stores and restaurants. The City is home to a stretch of

Historic Route 66 (Ogden Avenue), well‐maintained parks, good schools, and an

assortment of recreational and cultural institutions. Due to its prime location and

availability of affordable housing, the City has seen an increase in population, traffic and

urban density over the past several decades.

The City’s land area is 3.9 square miles with a population of 56,657 in which 72% are

over the age of 18. This equates to a population density of 14,527 per square mile; 20%

higher than that of Chicago’s.

Berwyn’s single family housing stock represents the largest total acreage of any land use in the City (70% of the City). A majority of the single family homes are located south of Cermak Road. The parcels are generally small in size with limited options for additions. North of Cermak Road and within the Depot District are located the City’s multiple family units. Multiple family units account for approximately 10 % of the City’s total land area.

Berwyn’s commercial uses are lined along major thoroughfares running through the community or along its municipal boundaries. These include Harlem Avenue, Roosevelt Road, Cermak Road, 26th Street, and Ogden Avenue. These commercial parcels account for 11% of the City’s land area with close to 80% of businesses being locally owned. Despite the large number of retailers throughout the City, commercial vacancies are relatively low at around 8%.

Being a landlocked community with relatively small parcel sizes, Berwyn has had limited opportunities to attract industrial businesses. This is corroborated by the fact that industrial land constitutes only 1% of the City’s total area.

Berwyn is home to a number of educational institutions located within three school districts. District 98 and District 100 are K‐8 school districts while District 201 serves the City’s only high school. North Berwyn School District 98 contains three elementary and one middle school. South Berwyn District 100 contains six elementary schools and two middle schools within its jurisdiction.

Institutional uses make up approximately 5% of Berwyn’s land area. MacNeal Hospital is one of the largest landowners and employers in Berwyn with a number of facilities located throughout the City and in adjacent communities. The hospital is located at the center of the Berwyn Depot District.


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Table 1 Land Use Inventory

Land Use Classification Area (acres) Area (Percentage)

Single Family Residential 1753.8 70.3%

Multi‐Family Residential 245.9 9.8%

Commercial/Mixed Use 266.2 10.7%

Open Space 50.1 2.0%

Manufacturing 19.9 0.9%

Institutional 112.6 4.9%

Utilities/Transportation 32.5 1.4%

B. Population and Demographics Created in 1856, the first “Berwyn” was part of an area then known as LaVergne. LaVergne’s founding fathers soon recognized the need to invest in infrastructure improvements to attract additional residents and investors. To accomplish this, the latter half of the 19th century saw widespread construction of railroad tracks, City streets, and landscaping. Following completion of the railroad and opening of the area’s first train station, developers built several residential units along the rail line. At the turn of the century, the City of Berwyn was carved out of the LaVergne area as a separate municipality. Through acquisition, the City expanded towards the north and incorporated developments that had stronger connections to Oak Park. The newly founded City saw a tremendous growth in its housing stock through the 1920s, earning it the name “City of Homes”. Simultaneously, the City also saw a growth in diversity of its residents with the influx of over 40,000 Czech, Italian, Greek, Polish, and Yugoslavian workers (Source: Berwyn Preservation Plan). The growth can mainly be attributed to the movement of industries and businesses outside of the City of Chicago in search of larger undeveloped parcels of land.

Berwyn can be characterized generally as a moderate income community, with significant pockets of middle‐class and working‐class family households. Berwyn’s housing stock is a balanced mix of single‐family homes and multifamily structures, with most of those being in the 2‐6 unit range. The average household size in Berwyn is relatively high compared to the County and Chicago region. Additionally, the City has seen a significant increase in its average household size in the past decade. The change is even more significant when compared to the County’s decrease in size of households. The Chicago Metropolitan Agency for Planning (CMAP) projects that if its GO TO 2040 plan is implemented, it could boost the population of Berwyn to 58,648 by 2040.

Table 2 Population and Household Change, 2000‐2010 Berwyn Cook County Chicago Region

2000 2010 2000 2010 2000 2010

Population 54,016 56,657 5,018,056 5,194,675 8,146,264 8,431,386

Households 19,702 18,910 1,974,181 1,966,356 2,925,723 3,088,156

Population Change 2000‐2010

4.6%

‐3.4%

1.3%

Household Change 2000‐2010

9.5%

‐3.0%

0.4%

Source: 2000 U.S. Census; 2010 U.S. Census


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The median age of Berwyn residents in 2010 was 32.9, lower than that of Cook County (35.3). The median age of Berwyn residents declined by more than five percent between 2000 and 2010, while the median age increased by three percent in Cook County.

Hispanics constitute the majority of residents in Berwyn, and achieved that status in the last decade. As of 2010, Hispanics were 59 percent of Berwyn residents, up from 38 percent in 2000. The number of whites fell considerably, from 56 percent to 31 percent. The most significant increase was among black residents, quintupling in size and increasing from one percent to five percent in the last decade. Asians and those of other racial and ethnic groups comprise the remainder of the population.

Although Berwyn closely matches the region in terms of its labor force participation, the unemployment rates are higher. Berwyn’s and Cook County’s unemployment rate is 9.3%, compared to the Chicago Region’s 8.2%. This is no surprise as a majority of the City’s residents work outside Berwyn within Cook County, which has experienced a similar unemployment rate due to current economic and fiscal constraints.

C. Employment Analysis According to the Illinois Department of Employment Security, the number of jobs in Berwyn decreased from 11,290 to 10,599 between 2002 and 2009, a loss of six percent. Job loss has had a significant impact on Berwyn, but it is consistent with similar data for both Cook County and the region. During the same period, jobs declined by three percent in Cook County, and by one‐tenth of a percent throughout the Chicago region. It is assumed that employment will be stable for the foreseeable future.

D. Conditions affecting growth The deep and prolonged recession has presented a major challenge. Unemployment is

well above normal levels and real median household income has declined by ‐12.99%

since 2000. The combination of these two economic factors has put more stress on

homeowners and renters alike. Not surprisingly, foreclosure filings, due to the

availability of high‐risk adjustable rate mortgage products and rising unemployment,

have risen sharply and are at levels that exceed those of Cook County and the region

overall. Foreclosures have not just impacted single‐family homes. They have also

directly affected the important multi‐family rental market. While the number of

auctioned foreclosed properties appears to be declining, there is evidence to suggest

that this is the result of prolonged processing due to a backlog at county courts.

Foreclosure activity has, in turn, led to a steady decrease in home sale prices in the City.

Because Berwyn is predominantly residential, the decrease in residential property

values has adversely impacted its tax base.

III. Existing Conditions

A. Description of Existing Wastewater Collection System Berwyn, as an urban infill community, has active Combined Sewer Overflow (CSO)

problems and recognizes the environmental and health risks that are associated with

CSO. The City’s combined sewer system is nearing 100 years old and incapable, at times,

of handling the increased capacity required, especially during a storm. Much of the


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combined sewer system was designed to handle small one story structures when

pervious green areas were much larger. While the population and density of Berwyn

has grown over the last century, the combined sewer system has remained largely

untouched. The sewer usage charges for the City of Berwyn are listed in Appendix A.

The City’s current stormwater management system is a combined sewer system

comprised of a conveyance system nearly 100 miles in length and storm laterals totaling

19 miles. Stormwater runoff and sewage are collected into a single pipe and ultimately

discharged into the large interceptors of the MWRD where it is eventually treated at

their Stickney Treatment Plant. The Stickney Plant has the capacity to treat 1.2 billion

gallons of wastewater per day, serving a 260 square mile area with 2.5 million people.

This area encompasses parts of Chicago and 43 suburban communities. Many of

Berwyn’s neighboring communities which are serviced by the Stickney Plant are also

built out, land locked communities with aging infrastructure. The MWRD operates

under NPDES Permit No. IL0028053 and is required to monitor 112 CSO outfalls in

accordance with Special Condition 10.11.

The City of Berwyn is located within the Lower Des Plaines River watershed. This

watershed covers over 228,000 acres of predominately urban and industrial uses within

DuPage, Cook and Will Counties. Within this watershed, the Depot District in Berwyn

drains to the Chicago Sanitary and Ship Canal. The Chicago Sanitary and Ship Canal is an

impaired, man‐made waterway with high amounts of polychlorinated biphenyls,

phosphorus, and low amounts of dissolved oxygen. Combined sewer overflows and

urban runoff are listed as two of the causes for this impairment.

Planning efforts are currently underway to reduce combined sewer overflows. The

MWRD TARP is currently underway to increase the region’s capacity to contain and

direct combined sewer flows to water reclamation plants for treatment instead of

discharging into rivers and lakes. CSO communities are also implementing long‐term

control plans and aggressive pollution prevention strategies to minimize pollutant loads

entering the combined sewer systems.

Berwyn in particular is taking a multifaceted approach to addressing CSO. The City is

slowly acquiring blighted property and constructing green space called “pocket parks.”

Beyond serving as public space, the pocket parks work to increase the permeability of

the entire area. Other improvements in City parks include recently replacing a 25,580

square foot asphalt parking lot with permeable pavers and installing a StormTrap

underground stormwater storage system designed to provide 5,507 cubic feet of

underground storage in a park in a section of the City that experiences flooding

regularly.

Commercially, the City is working with three large development projects that will

include onsite detention of stormwater runoff. Similarly, MWRD has a new stormwater

ordinance that will require detention on future development projects. The City also

actively supports a rain barrel program for its residents in an effort to further allay

runoff. The zoning ordinance is in the process of being updated to allow native plantings

normally found in rain gardens.

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B. Project Area: The proposed project focuses on the streets adjacent to the Berwyn Depot District, an area adjacent to the BNSF Railroad extending from Harlem Avenue on the west to Ridgeland Avenue on the east, and along Oak Park Avenue from 30th Street on the north to Ogden Avenue on the south. See Location Map – Figure 1.

The Berwyn Depot District is drained through a series of roadway drainage structures that connect to the City of Berwyn's combined sewer and relief sewer network. The greater part of Windsor Avenue and Stanley Avenue roadway drainage is collected through 12"‐15" sewers. In general, most developed lots fronting Windsor Aveune and Stanley Avenue have sewer connections made through the alleyways. Therefore, the sewers within Windsor and Stanley are predominantly handling only the roadway's drainage area. However, these sewers are cross‐connected with the alley sewers so they will experience water backing up through the system as the sewer becomes surcharged. The city's existing sewer network is dated, for instance the trunk line down Oak Park Avenue is constructed out of brick, and many areas are in need of repair.

Figure 2: Existing Sewer Network depicts the main trunk lines of the City’s conveyance sewers. It also delineates the various drainage area boundaries within the Depot District area and gives those area outlet pipe sizes. Areas A and B encompass the largest portion of the Depot project area, draining over 220 acres.

The project area generally slopes east and south, there is a drainage divide created at the BNSF railroad tracks, elevated approximately 3.0' above the adjacent Stanley Avenue and Windsor Avenue roadways. The Depot District sewers connect to multiple discharge outlets, the most prominent outlet being the 14.0' x 12'‐6" MWRD West Town Outlet Interceptor, draining south along East Avenue. This MWRD Interceptor is cross‐connected at five locations with the City of Berwyn's 24" sewer, flowing north, in East Avenue, See Figure 3.

Area A drains south along Oak Park Avenue across Ogden Avenue to 37th Street, where it travels eastward through a 5’ sewer to connect with the MWRD West Town Outlet Interceptor. Surcharging along this system affects not only Area A but the area south and east of Ogden Avenue. In addition, an undefined area from the Village of Riverside will overflow into Area A during storm events in excess of 10‐years. The remaining areas discharge into a 7'‐6" sewer flowing southeast along the IC Railroad (Areas C, D, E, & G).

Other restrictions within the Depot District area include the 36” brick sewer that crosses under the BNSF railroad flowing south along Oak Park Avenue. Televising of the existing sewer under the railroad was infeasible because of severe deterioration in the pipe and connecting structures. Due to the grade differences that the railroad creates, stormwater runoff is incapable of following any overland natural drainage pattern to the south. If the sewer under the railroad is not functioning, ponded stormwater runoff must be captured and drained by cross connections into Area G. This north system in Area B includes all of the sewers west of Oak Park Avenue running along Stanley Avenue, which are currently routed from Kenilworth Avenue up to 32nd Street.

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´1 inch = 2,000 feetBerwyn Depot District Streetscape

Location Map - Figure 1

LegendProject LimitsBerwyn Limits

F311TERRA I • ENGINEERING LTD. 225 W. Ohio Street, 4th Floor Chicago, Illinois 60654 (312) 467-0123 (312) 467-0220 fax

24" SEWER TRIBUTARY TO 5.0' BRICK SEWER.

CROSS-CONNECTED WITH MWRD INTERCEPTOR.



AREA = 6.8 ACRES

AREA = 32.9 ACRES

v 12'-0" x 13'-4" MWRD

l ~WEST TOWNS

I INTERCEPTOR

DROP MH CROSS-CONNECT vI TO MWRD ~ INTERCEPTOR {TYP) G) .....__ _____ __. ~

z 0

~

DROP MH FOR 15" CROSS-CONNECTS TO MWRD INTERCEPTOR (TYP)

FIGURE 2: EXISTING SEWER NETWORK

12" SEWER TRIBUTARY TO 7'-6" BRICK SEWER, FLOWING SOUTHEAST AREA = 4.8 ACRES

~~~~~-r~!. SEWER TRIBUTARY TO 7'-6" BRICK SEWER, FLOWING SOUTHEAST AREA = 54.2 ACRES

1

1.-...----

DROP MH CROSS-CONNECT TO MWRD INTERCEPTOR (TYP)

CITY OF BERWYN


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The MWRD West Town Outlet Interceptor sewer was constructed in 1936. The interceptor is a 12'‐6" x 14.0' reinforced concrete sewer and sits approximately twenty feet below grade. At the time of design the sewer's capacity was estimated to be 920 CFS near the City of Berwyn. A cross connection exists in Cermak Avenue that allows for stormwater to be diverted from the West Town Outlet Interceptor east to the Northwest Number 3‐A Outlet, located in Lombard Avenue. This cross‐connection occurs north of the Depot District.

Figure 3 MWRD Network

C. Project Need: As discussed in the existing conditions section, Berwyn’s stormwater and sanitary

sewage is conveyed to the MWRD interceptor system. Most of these City collection

Approximate Depot

District Drainage Area

West Town Outlet

Interceptor

Northwest Outlet

Interceptor

Cermak Ave Cross

Connection


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sewers have a very limited capacity to convey stormwater runoff due to their small size

and long distances to the MWRD interceptor. During heavy rainfall events, MWRD has

been forced to close the sluices gates to their system and excess flows are diverted into

the surrounding waterways untreated.

The City has experienced several instances of damaging flooding over the past few

years, resulting in hundreds of thousands of dollars in damage and the displacement of

residents from their homes. The following storm events have caused flooding in the

Berwyn community:

Table 3 ‐ Observed Storm Events Causing Flooding

Date Inches Duration

Aug 2, 2001 6” 24‐hour

Sept 13, 2008 6.64” 24‐hour

Jun 23, 2010 3.41” 45‐min

Jul 24, 2010 7.20” 8‐hour

Jul 23, 2011 6.86” 3‐hour

Apr 18, 2013 6.50” 24‐hour

The City’s combined sewers are outdated and were not originally designed to sustain

the demands of a growing urban area. Furthermore, the aging system is experiencing

infiltration through joints, damaged pipes, and issues related to root penetration.

MWRD performed flow metering in West Town Outlet 1 at 42nd and East Avenue

structure in 2008. This outlet is downstream of the project area. The sewer reached

capacity once during the four months of flow metering, which is consistent with

observations in the community, that surcharging has been observed a couple times each

year. See Appendix B for details.

IV. Description of Proposed Project Berwyn is limited in design alternatives due to restrictions from MWRD to add capacity into the

downstream system. The project focused on providing the maximum allowable additional

capacity as well as detention and infiltration.

A. Design Alternatives

1. New Connection to MWRD Interceptor Providing a new conveyance sewer routed to the MWRD Interceptor along

Stanley Avenue in the northwest quadrant would provide additional capacity to

an area that is currently without an overland flow path and subject to additional

upstream tributary flow from the Village of Riverside. This is a crucial

improvement for this area of the Depot District that would decrease the

frequency of flooding conditions to this drainage area.

This new connection would allow for the existing brick sewer running along Oak

Park Ave under the BNSF railroad to be capped and abandoned. This segment of

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the sewer is severely damaged and not functioning properly. Replacing this

sewer would cost the City of Berwyn considerable expense related to

constructability issues.

The diversion of the area north of the BNSF to the MWRD Interceptor would

increase available capacity in the existing sewer on Oak Park Avenue south of

the railroad and would allow for a new sewer connection along Windsor Avenue

from Kenilworth Ave to Oak Park Ave. This connection would help reduce

observed flooding along Windsor Avenue and would reduce Tributary A, which

flow south to Ogden Avenue. This connection would also aid in the reallocation

of Berwyn’s sewer divides in order to balance the different systems and their

respective outlet capacities.

See Figure 4: New Conveyance Sewer to MWRD Interceptor.

2. Relief Sewers to Improve System Balance This alternative involves providing a new connection along Windsor Avenue

between Euclid Avenue and Wesley Avenue as well as upsizing the pipes from

Wesley Avenue to the connection at East Avenue. This will divert some area

from Network B, which aids in balancing the different system outlet capacities.

3. Line Existing Sewers

Relining is chosen for rehabilitation when the sewer pipe is currently structurally

sound, but is showing signs of initial failure such as longitudinal cracking, or pipe

elongation. And ongoing root infiltration problem can also be minimized or

eliminated by relining the pipe and sealing the joints between pipe sections.

Pipe joints are the main source of entry for roots.

Relining is the least inconvenient for the Public since there is no restoration

involved. Construction consists of working from manhole to manhole and

pulling a flexible polyester pipe liner through the existing pipeline. Steam is

pumped through the line in order to expand the lie, then cold water is flushed

through to harden the line, and finally the laterals are cut‐out by using a

specially designed cutting/camera instrument.

The result of relining is a joint‐free pipe with no digging or replacement. The

cost of relining is substantially more than spot repairing but slightly less than

complete replacement. The benefit is a brand new pipe from manhole to

manhole without inconveniencing the public. The City of Berwyn expects to line

over 400 LF of existing storm sewer within the project area.

4. Permeable Pavers

Permeable pavers will be used along Windsor and Stanley Avenues under the

parking lanes in order to divert and store stormwater runoff. These

improvements will be part of another construction contract specific to

streetscape improvements but will work in conjunction with the proposed

sewer design.

F311TERRA I • ENGINEERING LTD. 225 W. Ohio Street, 4th Floor Chicago, Illinois 60654 (312) 467-0123 (312) 467-0220 fax



AREA = 6.8 ACRES



AREA = 27.5 ACRES

-s

NEW DROP MH TO MW~ ~ INTERCEPTOR

12'-0" x 13'-4" MWRD v WESTTOWNS

I~ INTERCEP_T_O_R _ ___,


12" SEWER TRIBUTARY TO 7'-6" BRICK SEWER, FLOWING SOUTHEAST AREA = 4.8 ACRES

24" SEWER TRIBUTARY TO 7'-6" BRICK SEWER,

'"'-..,.._..;:~::-; FLOWING SOUTHEAST

48" SEWER TRIBUTARY TO MWRD INTERCEPTOR, FLOWING SOUTH AREA = 44.3 ACRES

DROP MH FOR 15" CROSS-CONNECTS TO MWRD INTERCEPTOR (TYP)

12'-4~" x 13'-9" MWRD WEST TOWNS INTERCEPTOR

AREA = 54.2 ACRES

1.-.--


FIGURE 4: NEW CONVEYANCE SEWER TO MWRD INTERCEPTOR CITY OF BERWYN


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B. Basis for Design of Preferred Alternative Autodesk Storm and Sanitary Analysis (SSA), a microsimulation modeling package, was

used to analyze both the existing and proposed systems. It is based on EPA SWMM

engine and uses the rainfall parameters set forth by IDOT related to Northeastern

Illinois to calculate stormwater runoff using the Rational Method. Because Berwyn’s

stormwater receiving system is MWRD and is limited to the additional capacity that can

be added to the MWRD’s system, the program was used as a comparative analysis for

improvements that can be made to the system to help reduce flooding.

The current sewer network is currently inadequate to support a 2‐year storm event. The

proposed improvements to the system will easing flooding in the Depot District area by

reallocating existing drainage areas and providing better connectivity to the MWRD

system. It is not possible to use the existing connection to the MWRD Interceptor south

of Windsor Avenue because it is too small and its inverts are too high. Therefore, a new

connection north of the railroad at Stanley Avenue is proposed.

By implementing Alternatives 1 and 2, the overall system become more efficient and

additional runoff is conveyed into the MWRD Interceptor. Areas A, B, C, and F are

affected by the proposed improvements. The following table highlights the changes in

the areas and flow rate for the 2‐year storm event.

Table 4 Area and Flow Adjustments

Drainage Area

Existing Area (AC)

Proposed Area (AC)

Existing Flow (cfs)

Proposed Flow (cfs)

A 99.1 96.4 74.80 75.33

B 121.0 44.3 114.39 90.65

C 32.9 27.5 50.20 50.26

F 50.0 47.4 54.43 52.91

X 87.4 75.10

Significant impacts can be seen in Area B. The existing area north of the railroad was

funneled into a single pipe that crossed the railroad along Oak Park Avenue. The

capacity of that system is constrained by the downstream pipes. By diverting the area

away from the downstream constricting pipe network, the outlet capacity of the

downstream pipes is not significantly altered, however the contributing area is

significantly decreased thereby increasing the efficiency of the system. Therefore, even

though the contributing area in Drainage Area B was reduced by 63%, the system flow

was only reduced by 21%. Flooding at inlets will be reduced as demand on the system is

also reduced.

Overall, the system capacity will be increased by 50.4 cfs, or 14.3%, for the same total

acreage. Existing and proposed hydraulic reports can be found in Appendices C and D.

C. Project Probable Opinion of Costs Estimate of construction costs for the project can be broken down in the following table:


14

Table 5 Estimate of Construction Costs

Estimated Cost

Design Engineering $ 170,000

Construction Engineering $ 232,500

Construction $ 2,325,000

Contingency (10%) $ 272,500

TOTAL $ 3,000,000

V. Environmental Impacts A Preliminary Environmental Site Assessment (PESA) was conducted to identify potential

environmental impacts in the project area. An environmental survey is being conducted to

formally document possible impacts related to; rare and endangered species, historic and

cultural resources, prime agricultural land, air and water quality, recreational areas, wetlands,

floodplains and other sensitive environmental areas.

A. Rare and Endangered Species Rare and endangered species do not currently inhabit the City’s Depot District;

therefore no significant environmental impact is expected for this category.

B. Historic and Cultural Resources The Depot District is comprised of residential and commercial buildings, many of which

are over 50 years old. The majority of the proposed construction work is within the

existing City right‐of‐way and below grade. Significant impacts upon the existing historic

buildings are not anticipated.

C. Prime Agricultural Land Berwyn is a landlocked non‐agricultural community zoned for business and residential

purposes. There is no prime agricultural land; therefore no significant environmental

impact is expected for this category.

D. Air and Water Quality The proposed improvements pose no significant environmental impacts upon air and

water quality in the Depot District.

E. Recreational Areas There is a pocket park located on the southeast corner at the intersection of Windsor

Avenue and Kenilworth Avenue. Sewer improvements at this intersection will be located

within the street right‐of‐way below grade and no significant environmental impact is

expected for this category.

F. Wetlands Wetlands are not currently delineated within the Depot District; therefore no significant

environmental impact is expected for this category.


15

G. Other Sensitive Environmental Areas Several recognized environmental conditions (RECs) were found along the project

corridor. These include auto repair facilities, underground storage tanks, dry cleaners,

and a printing shop.

A Preliminary Site Investigation (PSI) will be conducted in the detailed design phase of the

project in order to determine the nature of disposal of special or non‐special wastes generated

during linear excavation or the extent of additional required site remediation, if any, required.

See Appendix E for table and map of RECs from the PESA. Adequate measures will be taken

during the design and construction that will mitigate or minimize negative environmental

impacts. The disposal of construction debris will follow guidelines and regulations specified by

the Illinois Environmental Protection Agency.

VI. Implementation Plan The Depot District Sewer Improvements project is expected to begin construction in March of

2015 and completed by October of 2015.

The project area has undergone sewer televising, sewer cleaning, and root cutting in sewers,

catch basing and manhole debris removal in 2014. Regular maintenance in this area is

scheduled again in 2024 and 2034. Costs would be $26,300 in 2024 and $29,500 in 2034. Sewer

spot repairs and manhole/catch basin repairs will continue to be addressed as needed and as

deemed necessary after cleaning and televising of the area.

The City has currently identified approximately $8 million in proposed water and sewer system

projects to take place in 2015 and 2016. This Facilities Plan only details the proposed sewer

improvements. The Anticipated Project Expenditures table outlines a 20 year period of loans to

be obtained from the IEPA’s Revolving Fund Program which would fund both the water and

sewer system projects scheduled for the City of Berwyn.

The Anticipated Project Expenditures table outlines the financial schedule for the duration of

the loan. Loan payments and O,M&R costs will be through the City’s Utilities Fund. The

Operational & Maintenance Plan for the City of Berwyn can be found in Appendix F.

VII. Rate Structure The City of Berwyn’s sewer charge system can be found in Chapter 1048 of its codified

ordinances. Sewer charges are a standard rate for residential dwellings, rendered four times

per year. Rates for residential units are broken up into four classes; one to four dwelling units.

Commercial and Religious or Educational sewer service charges shall be rendered monthly in

conjunction with the water billing. The commercial rate is a minimum charge of $1.68 for the

first 1,000 cubic foot plus $0.16 per 100 cubic feet per month.

Per City ordinance, each and every rate and figure contained in the sewer charge chapter shall

be adjusted annually by 5%, to be effective on January 1 of each fiscal year.

See Appendix G for the rate structure approved per ordinance for the duration of the loan.

Appendix A

MWRD Historical Flows

0.00

50.00

100.00

150.00

200.00

250.00

300.00

350.00

400.00

Tim

e

West Towns Flow at 42nd and East Ave

0.00

1.00

2.00

3.00

4.00

5.00

6.00

Dep

th

Date

West Towns Flow at 42nd and East Ave

Appendix B

City of Berwyn Usage Charges Report

01/02/2014 11:40 7087498520 WATER PAGE 01/El2

Usage Charges Report Billing Date Range 10/01/12,· 09/30/13

All RepotMg Profiles Sumr·t;>ry Ustlng

Met~·~T~yps~~~------------------------------------------~~~a~u~~•~r.~~~~~·l'7m~p~tlo~n~----------------~B~IU~ed~Co~n~5i' ~~p~u~o~n _________________ -~~'~~~~-! 1/ l .- M~~r !00• 160,8!;1 16,085,100 729,517.70 I ' MO)~er IIJOx 79,200 7,9'-0,000 3GO.ll9.15 2" Mt! :~ IOOx 102,758 10,279,000 ~~. 198.52 l " Mt•:f)< 100• 59.~02 5,990,200 258,!04.67 JW ~ IC!ter !IJOx 229,Dl8 2t983,800 1,003,76858 ~· M1t-cr 10M• 12,395 9,606,900 ~ 7.0. 783.80 5/8' ~lcter JOOa g81,4Sl 98,345,100 4,330,979.7'. r,•· M1~ cr IOOO• 1,803 1,903,000 59,110 96 Oth<'nfJ>.'t'OCS • 7.39,622.10

>l~~r TypP. Tt~nl•. 1,(>30,198 173,093,100 F ,B58,315.80 C:onSlmotlctl Mtustm<!ntJ ------------"'!"'!~~0

Net 1,630,198

~iYQ~7--~--------------------------------------------~~~u~~c~on~'.~um~~e~~------------------~N~I~~d~C~on~w~m~~~~~·----------------- ---~C~~~~~~~~ """"""'2 Fi~t 47,606.16 Sl!wet:3 fl8l 19,985.84 :;,.W(II·4 F13t M51.35 ~•C:~Jmmertk"'i ~30,877 52.952,200 9~7.47.76

5tWCI~Sir\llk: F"'"ll.:,v ____________________ _.----------- 16&,376. 10 watP.I!f..orN•orell>l 413,326 ~9,69~.500 l,241,739.J8 w.,tr.o•fln-\1 W~tehMunll:loal W~ttr~~l'~":td~I\H.,f

W;~tr.ttSc~s.Patk!, lc Clllltthr:~ UllmniJ:r'led Con~~ptlon ,., .•

158 1 ~.8GO 619.36 5,~90 559,000 21,916.72

1,181,736 l\8,!73,600 5.152,299.12 20,7.67. 3,732,600 110,0?3.41 9 120 912 000 1).00

Rol'e Type T~~·''~ N/11 •• N/A •• $7,858,315.80 s•nce any ~lven r.onQ •nntloo '"" ,,., wou!Jh multiple oMr<. ltr,ll':n~ltlg nn your r.ann9u"'tlon, til'! conunpltM numb'!rs In rhls se(\lnll m11y 11<1( ~ O<lt t'l Nhcr s~tlon s or otto·< ~Pill ts.

• • • IJnrMtchEd con~.,mtllli'-"' n~=-c•t.s ~onsumpnons tMti\Jinu ''"' melt'.1 trne I meMu....,,•nf typ<: fl1to:r; ~nd can 1~ cll,piil'(<:ll wt~<:n d1~ fotlnwl119 v.cn~rfos o<Xur. 1. Unlliii<:<J r,nn&llmPOOn exist~. Unl~lk'<l CM~olonptJun or.<:• II'S v1hen •n AC1111P. "~'(:!'~~~~chad to IMrtiY~ '~"'~ 1 ~ctount rt'JI!It•r.. •r:otl!le nnd Is alowed Vlr'tluql> l~lll o lg . This <ill> be au<Hf<!/1. l. Some lllstorlc.,l tx/1\\>I"'Diillns (fl1e / .0) could not oe '"~"""-''to ch~roes you Oft' r~-r.!UOlJ. 1111s lo mo!ri'; ttue I<> bill cala.li!tiOI" U.'!"'J P?~d cv~n tltOI"ll> d>'-Y were •J'rly rllc it:lual Mn:;umD\kln thilt was b>:led WM l~llt•rl, ~nrl l h~ t'lrn!tt coosumotron w~~ •lev<'f ~i'llculote<l . 3. 1'11e~ were (.nf\'IJIII(IIIo~s t~~t matt:hea tM sellv.tcO met~r l.y,.: I nv:~sorem~nt W~P. n~~r::. but wcte not tit~lto (.~ol!)es t11at m•rrlled u-:: ..:tcctr.~ ~~m 1 t)l~r~• CAII!!I"'Y !l~rs.

Run b~.Woggc. Mole on 11/l~/2013 I~ :U:J9 PM P~a- I or 2

01/02/2014

~~c CareaOIV Sewt 'l '

wa~.--

llnm< '-'~•11 Co!1sumr>t10n ·•-•

11:40 7087498520

Aaual Consumr"o" ~Jo,an

1,621,072 9 120

NIA • •

WATER PAGE 02/02

Usage Charges R1eport Billing Date Range 10/0l/12, · 09/ 30/13

All Rcport:-ng Profiles Sumn tary Listing

Slned r.onS<•mrtlon 52,952.200

1.72, 180,500 912,000

N/A -.•

331,667.51 7,5Z6,648.2g

0.00 $7.858,315 .80

· • · 1Jnrnatdl'!f.l t'.l~;u•n~Uon tl!prev.n~ r.oM11mp11ons tMt fv\11111 t11e mct~r tvpe I •Y~r.·l~"l'<:"'"ut typ~ nners ~nd t <l' l rx: ~llilleVflO wntn 1M foll<lWintj '"''""'o~ .,.;r.u r: .I. lillhl lt.<l con!'<lmptlon O'IStt,. lJ110Uied consurT'()tiQn nCC~Jrs wMn ~n •.11:lj•~ llleH'J mt.1c11ed to lnilCtlvr. ~~·"'''~ 1 acrDunt re91stcr.; 11:;.:19~ nnd IS allow~d l11rot!9h billing. Th~ C~ ll 110 ""~'ten 2. ~.ome hlstoriGII c ~••:"'"lfll!On~ (pe 7 .0) c~u~l nm lle m• tchr.<l '" t;hllr~ you ~1e re<~uc~~f>;l. Thl:: I< mo•Uy <luo to hiH '"'" ''~~'11\' bc!lng posttn! •:""-nlhlluol• t~I!:Y w~ dirt\'. The actll~l consumptb)J' thnt ..YO!\ o~lt!rJ wos f;~lletJ. MKJ the m r";(t f.Of'\f Ur'll l)tlo" ~as M ur.:r rcC:i' lr.ulnttd. ~- , ,...., were CD~'IJmptlt'll.'\ lhA( matched tlr. l'l':lo!<:IIXI meter typr. / lnr.-l ~llrP.mfflt rm• nilE! I , but W<;<'l: Mt dcd to Cl1a!'fji!S th ~t m~~Md 11 '1<! !.elected R., te I 01~(91! c~roqnr, 11111:~ .

~fed COnSilmPtll;'" by Met.erType I II "' Mtn:r l iXl• 2' ~>~tr:r .tOO. m ···M-.tt<r lOOx SIO' ' Moter !Oillr

.1\au~! CoMtln1pUon 93

292 -1n1 ~31

l)n~ltl il/1 consumptoo r~·~lt; 629

Consumpti<Jn Atllt~lrt!t!lt~------------~~0 Net ~7.9

Appendix C

Hydraulic Reports ‐ Existing

Project DescriptionModel A.SPF

Rainfall Details2 year(s)

File Name .............................................................................

Return Period........................................................................

Subbasin SummarySN Subbasin Area Weighted Total Total Total Peak Time of

ID Runoff Rainfall Runoff Runoff Runoff ConcentrationCoefficient Volume

(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 Sub-01 0.60 0.9000 0.36 0.32 0.19 2.33 0 00:05:002 Sub-02 1.40 0.9000 0.36 0.32 0.45 5.44 0 00:05:003 Sub-03 0.65 0.9000 0.36 0.32 0.21 2.53 0 00:05:004 Sub-05 27.00 0.8200 0.82 0.67 18.14 72.62 0 00:15:005 Sub-06 32.90 0.7000 0.82 0.57 18.88 75.54 0 00:15:006 Sub-08 11.70 0.8200 0.61 0.50 5.80 34.84 0 00:10:007 Sub-09 13.30 0.8200 0.61 0.50 6.60 39.60 0 00:10:008 Sub-10 11.50 0.7000 0.61 0.42 4.88 29.23 0 00:10:00

Pipe InputSN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of

ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate BarrelsElevation Offset Elevation Offset Height

(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-09 375.44 605.90 0.00 604.90 0.00 1.00 0.2700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-10 335.73 604.90 0.00 604.75 0.00 0.15 0.0400 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 Link-11 343.34 604.75 0.00 604.16 0.00 0.59 0.1700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 Link-12 648.04 604.16 0.00 603.90 0.00 0.26 0.0400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15 Link-13 171.93 603.90 0.00 603.50 0.00 0.40 0.2300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 16 Link-14 158.76 603.50 0.00 603.16 0.00 0.34 0.2100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 17 Link-15 498.16 603.16 0.00 602.08 0.00 1.08 0.2200 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 18 Link-16 586.33 602.08 0.00 601.49 0.00 0.59 0.1000 CIRCULAR 33.000 33.000 0.0130 0.5000 0.5000 0.0000 0.00 No 19 Link-17 68.28 601.49 0.00 601.42 4.51 0.07 0.1000 CIRCULAR 33.000 33.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pipe ResultsSN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported

ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number ConditionOccurrence Ratio Total Depth

Ratio(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)

1 Link-09 3.82 0 01:31 1.84 2.08 4.86 1.29 1.00 1.00 101.00 SURCHARGED2 Link-10 7.08 0 01:18 1.37 5.19 5.77 0.97 1.25 1.00 92.00 SURCHARGED3 Link-11 11.59 0 01:09 4.35 2.66 6.56 0.87 1.50 1.00 86.00 SURCHARGED4 Link-12 25.28 0 00:19 4.53 5.58 8.05 1.34 2.00 1.00 66.00 SURCHARGED5 Link-13 26.81 0 00:59 10.91 2.46 8.53 0.34 2.00 1.00 66.00 SURCHARGED6 Link-14 52.80 0 00:20 18.98 2.78 10.76 0.25 2.50 1.00 60.00 SURCHARGED7 Link-15 48.84 0 00:25 19.10 2.56 9.95 0.83 2.50 1.00 60.00 SURCHARGED8 Link-16 52.45 0 00:20 16.78 3.13 8.83 1.11 2.75 1.00 53.00 SURCHARGED9 Link-17 74.80 0 00:10 16.93 4.42 12.68 0.09 2.68 0.98 0.00 > CAPACITY



File Name .............................................................................

Return Period........................................................................




1 Link-09 4.00 0 02:03 1.84 2.17 5.10 1.23 1.00 1.00 137.00 SURCHARGED2 Link-10 7.83 0 01:45 1.37 5.73 6.38 0.88 1.25 1.00 127.00 SURCHARGED3 Link-11 14.64 0 00:30 4.35 3.36 8.28 0.69 1.50 1.00 120.00 SURCHARGED4 Link-12 34.39 0 00:20 4.53 7.59 10.95 0.99 2.00 1.00 90.00 SURCHARGED5 Link-13 27.44 0 01:18 10.91 2.51 8.73 0.33 2.00 1.00 89.00 SURCHARGED6 Link-14 68.69 0 00:21 18.98 3.62 13.99 0.19 2.50 1.00 82.00 SURCHARGED7 Link-15 59.84 0 00:26 19.10 3.13 12.19 0.68 2.50 1.00 81.00 SURCHARGED8 Link-16 63.43 0 00:20 16.78 3.78 10.68 0.91 2.75 1.00 73.00 SURCHARGED9 Link-17 91.51 0 00:12 16.93 5.40 15.41 0.07 2.75 1.00 10.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel B.SPF


File Name .............................................................................

Return Period........................................................................



(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 Sub-01 0.78 0.9000 0.36 0.32 0.25 3.03 0 00:05:002 Sub-02 0.66 0.9000 0.36 0.32 0.21 2.57 0 00:05:003 Sub-03 1.01 0.9000 0.36 0.32 0.33 3.93 0 00:05:004 Sub-04 0.90 0.9000 0.36 0.32 0.29 3.50 0 00:05:005 Sub-05 0.61 0.9000 0.36 0.32 0.20 2.37 0 00:05:006 Sub-06 1.20 0.9000 0.36 0.32 0.39 4.67 0 00:05:007 Sub-07 3.70 0.8200 0.36 0.30 1.09 13.11 0 00:05:008 Sub-08 1.50 0.9000 0.36 0.32 0.49 5.83 0 00:05:009 Sub-09 13.50 0.8200 0.61 0.50 6.70 40.19 0 00:10:00

10 Sub-10 8.70 0.7000 0.61 0.42 3.69 22.11 0 00:10:0011 Sub-11 10.10 0.8200 0.61 0.50 5.01 30.07 0 00:10:0012 Sub-14 8.50 0.7000 0.61 0.42 3.60 21.60 0 00:10:0013 Sub-15 7.60 0.8200 0.36 0.30 2.24 26.92 0 00:05:0014 Sub-16 9.20 0.7000 0.36 0.25 2.32 27.82 0 00:05:0015 Sub-17 41.40 0.8200 0.82 0.67 27.82 111.35 0 00:15:0016 Sub-18 3.80 0.7000 0.61 0.42 1.61 9.66 0 00:10:0017 Sub-19 7.30 0.8200 0.36 0.30 2.15 25.86 0 00:05:0018 Sub-20 0.58 0.9000 0.36 0.32 0.19 2.26 0 00:05:00




10 Link-10 188.87 596.34 0.00 596.16 0.00 0.18 0.1000 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 111 Link-11 1136.68 596.16 0.00 594.67 0.00 1.49 0.1300 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 112 Link-13 166.95 601.42 0.26 601.16 -0.26 0.26 0.1600 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 113 Link-14 320.84 601.92 0.50 601.42 -0.50 0.50 0.1600 CIRCULAR 27.000 27.000 0.0130 0.5000 0.5000 0.0000 0.00 No 114 Link-15 347.90 602.47 0.55 601.92 -0.55 0.55 0.1600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 115 Link-16 324.63 604.50 0.00 602.88 0.63 1.62 0.5000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 116 Link-17 37.53 594.67 0.00 594.50 13.50 0.17 0.4500 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1





10 Link-10 90.43 0 00:06 44.34 2.04 7.94 0.40 4.00 1.00 12.00 SURCHARGED11 Link-11 114.39 0 00:08 52.01 2.20 10.61 1.79 4.00 1.00 7.00 SURCHARGED12 Link-13 48.22 0 00:03 1.00 48.04 9.86 0.28 2.50 1.00 56.00 SURCHARGED13 Link-14 42.32 0 00:29 0.55 77.40 10.64 0.50 2.25 1.00 57.00 SURCHARGED14 Link-15 49.57 0 00:22 0.38 129.25 15.78 0.37 2.00 1.00 57.00 SURCHARGED15 Link-16 4.69 0 00:57 2.52 1.87 5.98 0.90 1.00 1.00 57.00 SURCHARGED16 Link-17 114.08 0 00:08 96.68 1.18 9.54 0.07 3.60 0.90 0.00 > CAPACITY



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel C.SPF


File Name .............................................................................

Return Period........................................................................



(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 Sub-03 0.95 0.9000 0.36 0.32 0.31 3.69 0 00:05:002 Sub-08 0.95 0.9000 0.36 0.32 0.31 3.69 0 00:05:003 Sub-11 11.10 0.7000 0.36 0.25 2.80 33.57 0 00:05:004 Sub-13 9.60 0.8200 0.82 0.67 6.45 25.82 0 00:15:005 Sub-14 5.20 0.8200 0.36 0.30 1.53 18.42 0 00:05:006 Sub-15 1.60 0.9000 0.61 0.55 0.87 5.23 0 00:10:007 Sub-16 3.50 0.9000 0.69 0.62 2.18 10.93 0 00:12:00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-04 173.05 601.91 0.00 601.83 0.00 0.08 0.0500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-05 450.97 601.83 0.00 600.83 0.00 1.00 0.2200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 Link-06 174.19 600.83 0.00 600.66 0.00 0.17 0.1000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 Link-08 701.48 606.25 4.34 604.50 -1.75 1.75 0.2500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15 Link-16 413.03 600.66 0.00 600.27 0.00 0.39 0.0900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 16 Link-19 18.99 600.27 0.00 600.25 0.03 0.02 0.1100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 17 Link-20 46.01 600.27 0.00 595.73 17.35 4.54 9.8700 Rectangular 60.000 51.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-04 22.43 0 00:03 4.86 4.61 7.14 0.40 2.00 1.00 21.00 SURCHARGED2 Link-05 20.87 0 00:02 10.65 1.96 7.98 0.94 2.00 1.00 21.00 SURCHARGED3 Link-06 26.49 0 00:10 7.07 3.75 8.43 0.34 2.00 1.00 25.00 SURCHARGED4 Link-08 2.15 0 00:04 0.04 50.51 2.74 4.27 1.00 1.00 16.00 SURCHARGED5 Link-16 29.39 0 00:06 6.95 4.23 12.06 0.57 1.45 0.72 0.00 > CAPACITY6 Link-19 20.81 0 00:07 3.41 6.10 13.77 0.02 1.20 0.80 0.00 > CAPACITY7 Link-20 50.20 0 00:07 836.88 0.06 16.24 0.05 0.73 0.15 0.00 Calculated



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel D.SPF


File Name .............................................................................

Return Period........................................................................



(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 Sub-01 0.80 0.9000 0.36 0.32 0.26 3.11 0 00:05:002 Sub-02 4.00 0.9000 0.36 0.32 1.30 15.55 0 00:05:00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-01 705.83 605.90 0.00 604.49 0.00 1.41 0.2000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-02 85.87 604.49 0.00 604.32 3.65 0.17 0.2000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-01 2.80 0 00:02 1.59 1.76 3.63 3.24 1.00 1.00 1436.00 SURCHARGED2 Link-02 7.16 0 00:07 1.59 4.51 9.11 0.16 1.00 1.00 1439.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel E.SPF


File Name .............................................................................

Return Period........................................................................



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-01 820.68 604.50 0.00 602.45 0.00 2.05 0.2500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-02 243.09 602.45 0.00 601.84 0.26 0.61 0.2500 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 Link-03 675.67 601.58 0.00 601.16 0.00 0.42 0.0600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 Link-04 37.80 601.16 0.00 601.00 1.75 0.16 0.4200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15 Link-05 345.32 602.83 1.25 601.58 -0.34 1.25 0.3600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 16 Link-06 694.10 601.92 0.00 601.67 0.00 0.25 0.0400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 17 Link-07 354.54 601.67 0.00 601.16 0.00 0.51 0.1400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-01 5.12 0 00:04 3.23 1.59 4.42 3.09 1.25 1.00 1434.00 SURCHARGED2 Link-02 15.50 0 00:03 5.26 2.95 9.38 0.43 1.50 1.00 1437.00 SURCHARGED3 Link-03 17.35 0 00:02 5.64 3.08 5.73 1.97 2.00 1.00 1438.00 SURCHARGED4 Link-04 41.88 0 00:01 14.72 2.85 13.90 0.05 2.00 1.00 1439.00 SURCHARGED5 Link-05 27.41 0 00:23 11.61 2.36 8.72 0.66 2.00 1.00 1437.00 SURCHARGED6 Link-06 22.02 0 00:24 4.29 5.13 7.01 1.65 2.00 1.00 1438.00 SURCHARGED7 Link-07 18.45 0 00:32 8.58 2.15 6.14 0.96 2.00 1.00 1438.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel F.SPF


File Name .............................................................................

Return Period........................................................................



(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 Sub-05 29.20 0.7000 0.82 0.57 16.76 67.04 0 00:15:002 Sub-06 4.60 0.7000 0.61 0.42 1.95 11.69 0 00:10:003 Sub-07 6.90 0.8200 0.36 0.30 2.04 24.44 0 00:05:004 Sub-12 9.30 0.8200 0.36 0.30 2.74 32.94 0 00:05:00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-01 138.98 602.83 0.00 602.62 0.00 0.21 0.1500 CIRCULAR 20.040 20.040 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-15 19.13 602.05 0.04 602.01 -0.04 0.04 0.2100 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 Link-17 402.16 602.62 0.57 602.05 -0.57 0.57 0.1400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 Link-18 22.64 602.00 -0.05 600.00 18.80 2.00 8.8300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-01 35.05 0 00:21 5.41 6.48 16.07 0.14 1.67 1.00 42.00 SURCHARGED2 Link-15 40.85 0 00:06 1.64 24.98 13.00 0.02 2.00 1.00 7.00 SURCHARGED3 Link-17 31.88 0 00:27 0.36 89.36 10.24 0.65 2.00 1.00 6.00 SURCHARGED4 Link-18 54.43 0 00:06 68.07 0.80 19.36 0.02 1.68 0.84 0.00 Calculated



File Name .............................................................................

Return Period........................................................................

Appendix D

Hydraulic Reports ‐ Proposed

Project DescriptionModel A_Proposed.SPF


File Name .............................................................................

Return Period........................................................................



(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 Sub-05 27.00 0.8200 0.82 0.67 18.14 72.62 0 00:15:002 Sub-06 32.90 0.7000 0.82 0.57 18.88 75.54 0 00:15:003 Sub-08 11.70 0.8200 0.61 0.50 5.80 34.84 0 00:10:004 Sub-09 13.30 0.8200 0.61 0.50 6.60 39.60 0 00:10:005 Sub-10 11.50 0.7000 0.61 0.42 4.88 29.23 0 00:10:00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-13 171.93 603.90 0.00 603.50 0.00 0.40 0.2300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-14 158.76 603.50 0.00 603.16 0.00 0.34 0.2100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 Link-15 498.16 603.16 0.00 602.08 0.00 1.08 0.2200 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 Link-16 586.33 602.08 0.00 601.49 0.00 0.59 0.1000 CIRCULAR 33.000 33.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15 Link-17 68.28 601.49 0.00 601.42 4.51 0.07 0.1000 CIRCULAR 33.000 33.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-13 29.05 0 00:24 10.91 2.66 9.25 0.31 2.00 1.00 63.00 SURCHARGED2 Link-14 61.81 0 00:21 18.98 3.26 12.59 0.21 2.50 1.00 62.00 SURCHARGED3 Link-15 54.10 0 00:27 19.10 2.83 11.02 0.75 2.50 1.00 61.00 SURCHARGED4 Link-16 54.15 0 00:20 16.78 3.23 9.12 1.07 2.75 1.00 59.00 SURCHARGED5 Link-17 75.33 0 00:10 16.93 4.45 12.76 0.09 2.69 0.98 0.00 > CAPACITY



File Name .............................................................................

Return Period........................................................................




1 Link-13 36.84 0 00:25 10.91 3.38 11.73 0.24 2.00 1.00 81.00 SURCHARGED2 Link-14 79.78 0 00:21 18.98 4.20 16.25 0.16 2.50 1.00 80.00 SURCHARGED3 Link-15 66.15 0 00:28 19.10 3.46 13.48 0.62 2.50 1.00 80.00 SURCHARGED4 Link-16 65.26 0 00:20 16.78 3.89 10.99 0.89 2.75 1.00 78.00 SURCHARGED5 Link-17 92.06 0 00:12 16.93 5.44 15.50 0.07 2.75 1.00 10.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................




1 Link-13 50.76 0 00:27 10.91 4.65 16.16 0.18 2.00 1.00 113.00 SURCHARGED2 Link-14 113.32 0 00:22 18.98 5.97 23.09 0.11 2.50 1.00 112.00 SURCHARGED3 Link-15 86.61 0 00:30 19.10 4.54 17.64 0.47 2.50 1.00 112.00 SURCHARGED4 Link-16 84.53 0 00:35 16.78 5.04 14.23 0.69 2.75 1.00 110.00 SURCHARGED5 Link-17 123.24 0 00:14 16.93 7.28 20.75 0.05 2.75 1.00 51.00 SURCHARGED

Project DescriptionModel B_Proposed.SPF


File Name .............................................................................

Return Period........................................................................




10 Link-24 321.73 603.25 0.00 602.00 4.70 1.25 0.3900 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-08 17.52 0 00:08 17.24 1.02 2.48 1.66 3.00 1.00 11.00 SURCHARGED2 Link-09 47.04 0 00:07 38.72 1.21 4.38 2.91 4.00 1.00 6.00 SURCHARGED3 Link-10 42.33 0 00:13 44.34 0.95 3.70 0.85 4.00 1.00 7.00 SURCHARGED4 Link-11 90.65 0 00:10 52.01 1.74 7.34 2.58 3.99 1.00 0.00 > CAPACITY5 Link-17 85.72 0 00:11 96.68 0.89 7.54 0.08 3.39 0.85 0.00 Calculated6 Link-19 3.67 0 00:03 1.84 2.00 4.68 1.34 1.00 1.00 7.00 SURCHARGED7 Link-20 5.10 0 00:04 1.37 3.74 4.58 1.22 1.25 1.00 6.00 SURCHARGED8 Link-21 6.88 0 00:05 4.35 1.58 5.37 1.07 1.25 0.83 0.00 > CAPACITY9 Link-22 6.21 0 00:07 21.25 0.29 5.06 1.12 0.97 0.39 0.00 Calculated

10 Link-24 9.02 0 00:12 41.57 0.22 3.74 1.43 1.62 0.54 0.00 Calculated



File Name .............................................................................

Return Period........................................................................




10 Link-24 321.73 603.25 0.00 602.00 4.70 1.25 0.3900 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-08 46.30 0 00:06 17.24 2.69 6.55 0.63 3.00 1.00 15.00 SURCHARGED2 Link-09 73.05 0 00:05 38.72 1.89 5.93 2.15 4.00 1.00 12.00 SURCHARGED3 Link-10 69.99 0 00:06 44.34 1.58 5.64 0.56 4.00 1.00 12.00 SURCHARGED4 Link-11 120.22 0 00:10 52.01 2.31 9.87 1.92 4.00 1.00 8.00 SURCHARGED5 Link-17 120.24 0 00:10 96.68 1.24 10.00 0.06 3.65 0.91 0.00 > CAPACITY6 Link-19 3.97 0 00:02 1.84 2.16 5.15 1.22 1.00 1.00 18.00 SURCHARGED7 Link-20 6.41 0 00:16 1.37 4.70 5.22 1.07 1.25 1.00 14.00 SURCHARGED8 Link-21 10.71 0 00:15 4.35 2.46 6.07 0.94 1.50 1.00 8.00 SURCHARGED9 Link-22 31.16 0 00:14 21.25 1.47 6.35 0.89 2.50 1.00 6.00 SURCHARGED

10 Link-24 36.08 0 00:07 41.57 0.87 6.73 0.80 3.00 1.00 6.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................




10 Link-24 321.73 603.25 0.00 602.00 4.70 1.25 0.3900 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-08 73.44 0 00:21 17.24 4.26 10.39 0.40 3.00 1.00 23.00 SURCHARGED2 Link-09 92.56 0 00:20 38.72 2.39 7.37 1.73 4.00 1.00 19.00 SURCHARGED3 Link-10 109.87 0 00:20 44.34 2.48 8.74 0.36 4.00 1.00 17.00 SURCHARGED4 Link-11 136.67 0 00:13 52.01 2.63 10.88 1.74 4.00 1.00 14.00 SURCHARGED5 Link-17 136.67 0 00:13 96.68 1.41 11.19 0.06 3.74 0.93 0.00 > CAPACITY6 Link-19 4.02 0 00:02 1.84 2.19 5.17 1.21 1.00 1.00 43.00 SURCHARGED7 Link-20 7.53 0 00:29 1.37 5.52 6.14 0.91 1.25 1.00 34.00 SURCHARGED8 Link-21 12.83 0 00:24 4.35 2.95 7.26 0.79 1.50 1.00 22.00 SURCHARGED9 Link-22 44.20 0 00:23 21.25 2.08 9.00 0.63 2.50 1.00 18.00 SURCHARGED

10 Link-24 75.94 0 00:22 41.57 1.83 10.76 0.50 3.00 1.00 17.00 SURCHARGED

Project DescriptionModel C_Proposed.SPF


File Name .............................................................................

Return Period........................................................................



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-05 450.97 601.83 0.00 600.83 0.00 1.00 0.2200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 Link-06 174.19 600.83 0.00 600.66 0.00 0.17 0.1000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 Link-16 413.03 600.66 0.00 600.27 0.00 0.39 0.0900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 Link-19 18.99 600.27 0.00 600.25 0.03 0.02 0.1100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15 Link-20 46.01 600.27 0.00 595.73 17.35 4.54 9.8700 Rectangular 60.000 51.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 Link-05 21.04 0 00:03 10.65 1.98 8.11 0.93 2.00 1.00 20.00 SURCHARGED2 Link-06 25.84 0 00:10 7.07 3.66 8.23 0.35 2.00 1.00 23.00 SURCHARGED3 Link-16 29.44 0 00:06 6.95 4.24 12.08 0.57 1.45 0.72 0.00 > CAPACITY4 Link-19 20.82 0 00:07 3.41 6.11 13.77 0.02 1.20 0.80 0.00 > CAPACITY5 Link-20 50.26 0 00:07 836.88 0.06 16.24 0.05 0.73 0.15 0.00 Calculated



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel F_Proposed.SPF


File Name .............................................................................

Return Period........................................................................



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel Y.SPF


File Name .............................................................................

Return Period........................................................................



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 PRY-1 345.15 603.50 0.00 601.00 0.00 2.50 0.7200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 PRY-2 343.21 601.00 0.00 599.50 0.00 1.50 0.4400 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 PRY-3 346.06 599.50 0.00 598.50 0.00 1.00 0.2900 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1




1 PRY-1 3.03 0 00:02 3.03 1.00 10.34 0.56 1.00 1.00 13.00 SURCHARGED2 PRY-2 4.27 0 00:02 4.27 1.00 8.57 0.67 1.25 1.00 19.00 SURCHARGED3 PRY-3 4.75 0 00:22 8.52 0.56 4.82 1.20 0.88 0.50 0.00 Calculated



File Name .............................................................................

Return Period........................................................................

Project DescriptionModel Z.SPF


File Name .............................................................................

Return Period........................................................................




10 Sub-16 9.20 0.7000 0.36 0.25 2.32 27.82 0 00:05:0011 Sub-17 41.40 0.8200 0.82 0.67 27.82 111.35 0 00:15:0012 Sub-18 3.80 0.7000 0.61 0.42 1.61 9.66 0 00:10:0013 Sub-21 3.50 0.9000 0.36 0.32 1.13 13.61 0 00:05:00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 Link-01 366.85 605.00 0.00 604.16 0.00 0.84 0.2300 CIRCULAR 12.000 12.000 0.0150 0.5000 0.5000 0.0000 0.00 No 12 Link-02 389.30 604.16 0.00 603.60 0.00 0.56 0.1400 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 13 Link-03 882.80 603.60 0.00 602.50 0.00 1.10 0.1200 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 14 Link-04 361.55 602.50 0.00 602.25 0.00 0.25 0.0700 CIRCULAR 21.000 21.000 0.0150 0.5000 0.5000 0.0000 0.00 No 15 Link-05 351.60 602.00 0.84 601.00 -1.25 1.00 0.2800 CIRCULAR 21.000 21.000 0.0150 0.5000 0.5000 0.0000 0.00 No 16 Link-06 648.01 601.16 0.00 597.50 0.00 3.66 0.5600 CIRCULAR 33.000 33.000 0.0150 0.5000 0.5000 0.0000 0.00 No 17 Link-13 166.95 601.42 0.26 601.16 -0.26 0.26 0.1600 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 18 Link-14 320.84 601.92 0.50 601.42 -0.50 0.50 0.1600 CIRCULAR 27.000 27.000 0.0130 0.5000 0.5000 0.0000 0.00 No 19 Link-15 347.90 602.47 0.55 601.92 -0.55 0.55 0.1600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

10 Link-16 339.45 601.00 -1.25 600.00 -4.50 1.00 0.2900 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 111 Link-18 324.27 600.00 -4.50 599.00 0.00 1.00 0.3100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 112 Link-19 369.33 597.30 -1.70 596.50 -0.80 0.80 0.2200 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 113 Link-20 344.95 596.50 -0.80 595.50 0.00 1.00 0.2900 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 114 Link-21 345.47 595.50 0.00 594.50 0.00 1.00 0.2900 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 115 Link-22 343.71 594.50 0.00 593.50 593.50 1.00 0.2900 CIRCULAR 48.000 48.000 0.0130 0.5000 0.5000 0.0000 0.00 No 116 Link-23 366.85 597.50 0.00 597.30 -1.70 0.20 0.0500 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1





10 Link-16 20.81 0 00:07 33.39 0.62 5.41 1.05 1.83 0.73 0.00 Calculated11 Link-18 23.38 0 00:07 53.42 0.44 6.09 0.89 1.83 0.73 0.00 Calculated12 Link-19 70.35 0 00:07 97.45 0.72 7.49 0.82 2.96 0.74 0.00 Calculated13 Link-20 68.09 0 00:08 103.76 0.66 7.78 0.74 3.16 0.79 0.00 Calculated14 Link-21 66.06 0 00:09 77.28 0.85 6.46 0.89 3.34 0.83 0.00 Calculated15 Link-22 64.42 0 00:11 77.48 0.83 6.81 0.84 2.82 0.70 0.00 Calculated16 Link-23 50.51 0 00:05 36.96 1.37 8.74 0.70 3.00 1.00 1.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................




10 Sub-16 9.20 0.7000 0.54 0.38 3.48 41.73 0 00:05:0011 Sub-17 41.40 0.8200 1.21 0.99 41.07 164.31 0 00:15:0012 Sub-18 3.80 0.7000 0.90 0.63 2.39 14.34 0 00:10:0013 Sub-21 3.50 0.9000 0.54 0.49 1.70 20.41 0 00:05:00





10 Link-16 26.63 0 00:06 33.39 0.80 6.45 0.88 2.00 0.80 0.00 Calculated11 Link-18 30.43 0 00:06 53.42 0.57 7.21 0.75 2.00 0.80 0.00 Calculated12 Link-19 81.94 0 00:07 97.45 0.84 7.66 0.80 3.46 0.87 0.00 Calculated13 Link-20 78.25 0 00:07 103.76 0.75 7.90 0.73 3.80 0.95 0.00 Calculated14 Link-21 75.98 0 00:07 77.28 0.98 6.59 0.87 3.88 0.97 0.00 Calculated15 Link-22 76.99 0 00:09 77.48 0.99 7.13 0.80 3.21 0.80 0.00 Calculated16 Link-23 58.77 0 00:05 36.96 1.59 9.32 0.66 3.00 1.00 9.00 SURCHARGED



File Name .............................................................................

Return Period........................................................................




10 Sub-16 9.20 0.7000 0.91 0.64 5.86 70.33 0 00:05:0011 Sub-17 41.40 0.8200 2.05 1.68 69.59 278.37 0 00:15:0012 Sub-18 3.80 0.7000 1.52 1.06 4.04 24.24 0 00:10:0013 Sub-21 3.50 0.9000 0.91 0.82 2.87 34.40 0 00:05:00





10 Link-16 30.06 0 00:10 33.39 0.90 6.66 0.85 2.50 1.00 3.00 SURCHARGED11 Link-18 37.22 0 00:06 53.42 0.70 7.81 0.69 2.50 1.00 3.00 SURCHARGED12 Link-19 99.63 0 00:05 97.45 1.02 8.10 0.76 4.00 1.00 15.00 SURCHARGED13 Link-20 94.14 0 00:06 103.76 0.91 7.95 0.72 4.00 1.00 16.00 SURCHARGED14 Link-21 93.34 0 00:06 77.28 1.21 7.57 0.76 4.00 1.00 11.00 SURCHARGED15 Link-22 108.99 0 00:07 77.48 1.41 9.19 0.62 3.58 0.89 0.00 > CAPACITY16 Link-23 66.18 0 00:05 36.96 1.79 11.75 0.52 3.00 1.00 48.00 SURCHARGED

Appendix E

Record of Environmental Concerns

SiteiD SiteiD

1 1 2 2 3 3 4 4

5 5 6 6 7 7 8 8

9 9 10 10 11 11

12 12 13 13

14 14 15 15 16 16 17 17 18 18

19 19

20 20 21 21 22 22

23 23 24 24 25 25 26 26 27 27

28 28

29 29 30 30 31 31 32 32

33 33 34 34 35 35 36 36

37 37 38 38 39 39 40 40 41 41

Table 1 - Recognized Environmental Conditions

Environmental Condition

Auto repair shop

Construction site - 7 former USTs (6800 Stanley LLC)

Filling station and greasing- 3 gas tanks (Off-site nearby)

300-gallon gasoline UST- shown in ROW

Filling station- 3 gas tanks Filling station and Auto Repair (Capital Auto Body)

Printing shop

Exron Capital, Inc- LUST case (AM STAR gas station)

Printing shop (Former paint shop)

Gas tank - shown in ROW

Fill ins station and greasing, 5 USTs, LUST case (DMJ Auto.)

Filling station- 2 gas tanks

LUST case, multiple former USTs (MacNeal Hospital)

Filling station and greasina:- 3 gas tanks

300-gallon gasoline UST

Filling station (Off-site nearby)

Auto repair shop- (Off-site nearby)

Filling station and greasing- 2 gas tanks

Auto sales and service, USTs (Currently Walgreens)

Filling station- 3 gas tanks (Off-site nearby)

Filling station/auto repair, LUST case (BP gas station)

Auto repair shop, LUST case (Xander Auto Shop)

Coal yard

Filling station and greasing- 2 gas tanks

Electrical sub-station (CornEd)

Auto repair shop (Brakes Plus)

1,000-gallon heating oil UST (United Color Company)

LUST/Spills case (Apartment building)

Filling station and greasing, LUST, multiple USTs (Deece Auto.)

Auto repair shop (Fox Auto Body)

120-gallon gasoline tank- shown in ROW

Lust case (Expert Heating and Cooling)

LUST case (Jain Mohain)

Dry cleaner (O'Brien The Cleaner)

SOD-gallon heating ofl UST (Roger Peterson)

LUST case (George Spiro) LUST case, 3 USTs (Vacant lot)

Auto repair shop

1,000-gallon UST (Depot Development)

Dry cleaner (SUper Cleaners) Filling station and greasine (Currently Quem's Oasis)

Notes:

R =Property Reconnaisance

S =Sanborn Map (earliest notation)

D = Env. Database Report Listing

Address

6809 32nd Street 6820 32nd Street

6836 32nd Street 3208 Elliot (now Grove Ave.)

3201 Grove Ave.

3244 Grove Ave.

6212 Grove Ave.

3346 Harlem Ave.

3216 Kenilworth 3145 Oak Park Ave.

3146 Oak Park Ave.

3156 Oak Park Ave. 3249 Oak Park Ave.

3301 Oak Park Ave. 3147 Oak Park Ave. 6732 Ogden Ave.

6738 Ogden Ave.

6750 Ogden Ave. 6800 Ogden Ave.

6814 Ogden Ave. 6749 Ogden Ave.

3101 Ridgeland Ave.

3117 Ridgeland Ave. 6401 Stanley Ave.

6449 Stanley Ave.

6509 Stanley Ave.

6515 Stanley Ave.

6525 Stanley Ave.

6545 Stanley Ave.

6639 Stanley Ave.

6725 Stanley Ave.

6837 Stanley Ave.

6837 Stanley Ave.

6915 Stanley Ave.

6945 Stanley Ave. 6822 Windsor Ave.

6846 Windsor Ave,

6906 Windsor Ave.

6910 Windsor Ave.

6930 Windsor Ave.

7148 Windsor Ave.

Source Information Comments

s (1951) Shown as part of filling station on 1975 map

0 7 former USTs- 550 to 2,000 gallons- various products, last use 1973

6 (1951) Nearby site, 3 gas tanks, east of ally fronting W, 32nd 6 (1919) Appears to be in street ROW, not shown on 1929 map

5 (1929) 3 gas tanks- SE corner Grove and W. 32nd, shown on 1951 map, not present on 1975 map

S (1929), 0, R 2 gas tanks, current auto repair shop- Capitol Auto Body

s (1975) North of Stanley Ave., possible solvent storage and use for equipment cleaning

O,R Current AMSTAR gas station- SW corner Harlem and Quincy (Texor is owner)

s (1929) Paint shop in 1929 and converted to print shop by 1951, possible solvent storage and use

s (1929) Appears to be in street ROW, shown on 1951 map, not present on 1975 map

s (1929),0 Sanborn shows 4 sas tanks, NW corner Oak Park and W. 32nd, on 1951 and 1975 maps, OMJ Automotive

5 (1929) 2 gas tanks- SW corner Oak Park and W. 32nd, shown on 1951 map, shown as vacant on 1975 map

0 LUST case- fuel oil, Multiple historic USTs

5 (1951) 3 gas tanks, SE corner of W. 33rd and Oak Park, not shown on 1975 map

s (1919) Northwest corner of Stanley and Oak Park, not shown on 1929 map

s (1975) Nearby site

5 (1975) Nearby site

s (1929) 2 gas tanks, SE corner Ogden and Oak Park, present on 1951 and 1975 map

s (1951),0 Currently Walgreens, SW corner Ogden and Oak Park, 2 historic USTs, shown on 1975 map

s (1951) Nearby site, 3 gas tanks, shown on 1975 map

S (1929), 0, R 3 gas tanks, current BP station, NE corner Ogden and Oak Park, LUST case, Shown on 1951 and 1975 maps

S (1951), 0, R current location of auto repair shop, LUST case -1,000 gallon gasoline UST, shown on 1975 map

5 (1929) Portion C.M~ Moline Coal Yard, NE corner Ridgeland and Park, shown on 1951 and 1975 maps

s (1929) 2 gas tanks, across tracks from Lavergne Station, present on 1975 map

S (19S1), R, Still present

S (1975), 0 Historic and current auto repair shop

0 UST last used 1973 - 1,000 gallon heating oil

0 550 gallon heating oil UST

S (1929), 0, R 3 gas tanks, current auto repair shop (DEECE), 6 USTs, LUST case, shown on 1951 and 1975 maps

0 Historic and current auto body shop

s (1919) Appears to be in street ROW, not present on 1925 map

0 LUST case- 550 gallon heating oil

0 LUST case- unknown petroleum, related to Expert Heating and Cooling

5 (1951), 0, R Historic and current dry cleaner (O'Brien The Cleaner), shown on 1975 map

0 UST last used 1960- SOD gallon heating oil- apartment bldg

0 LUST case- 2 tanks, gasoline, 1,000 gallons each

0 LUST case- 3 tanks, heating oil, 300 or 500 gallons, see I EPA NFR letter in Section 3.8 of PESA text

s (1929) Not shown on 1951 map

0 UST last used 1973- 1,000 gallon fuel oil

0 Current business

5 (1929) 3 eas tanks. not present on 1975 map, current Quan's Oasis

LEGEND:

G) AUTO REPAIR FACILITY

&. UST OR MISCELLANEOUS TANK SITE

~ FILLING STATION

@ LUST CASE SITE

® DRY CLEANER FACILITY

OTHER

1. OFF-SITE NEARBY RECs ARE ILLUSTRATED IN WHITE

2. IMAGE OBTAINED FROM ESRI.

0 600

SCALE, FEET

1200 Depot District Streetscape Berwyn, Illinois

City of Berwyn

Auto repair shop

Construction site· 7 former USTs (6800Stanley uq Filling station and greasing· 3 gas tanks (Off-site nearby)

4 300-gallon gasoline UST • •hown in ROW 5 Filling station • 3 gas tanks

6 Filling station and Auto Repair (capital Auto eody) 7 Printing shop 8 Exron Capital , Inc - LUST case (AM STAR gas station)

9 Printing shop (Former paint shop) 10 Gas tank- shown in ROW

U Filling station and greasing, 5 USTs, l UST case (OMJ Auto.) 12 Filling station • 2 gas tanks

13 LUST case, multiple former USTs (MacNeal Hospita l)

14 Filling station and greasing- 3 gas tanks 15 300-galion gasoline UST

16 Filling station (Off-site nearby)

17 Auto repair shop· (Off-site nearby) 18 Filling station and greasing- 2 gas tanks

19 Auto sales and service, USTs (Currently Walgreens)· 20 Filling station· 3 gas tank.s (Off·slte nearby)

21 Filling station/auto repair, LUST case (BP gas stat ion) 22 Auto repairshop, LUST case (xander Auto Shop)

23 Coal yard 24 Filling station and greasing- 2 gas tanks

2S Electrical sub-station (CornEd) 26 Auto repalrshop (Brake s Plus)

27 1,000.galion heating oil UST (United Color Company) 28 LUST/Spil ls case (Apartment building)

Z9 Filling station and greasing, LUST, multiple USTs (Deece Auto.) 30 Auto repair shop (Fo• Auto eody) 31 120-gallon gasoline tank- shown In ROW

32 lust case (Expert Heating and Cooling)

33 LUST case (Jain Mohain) 34 Dry cleaner (O'Brien The Cleaner)

6820 32nd Street

6836 32nd Street 3208 Elliot (now Grove Ave.) 3201 Grove Ave.

3244 Grove Ave. 6212 Grove Ave. 3346 Harlem Ave.

3216 Kenilworth

3145 Oak Park Ave.


3249 Oak Park Ave.


6732 Ogden Ave.

6738 Ogde n Ave.

6750 Ogden Ave. 6800 Ogden Ave. 6814 Ogden Ave.

6749 Ogden Ave. 3101 Ridgeland Ave.

3117 Ridgela nd Ave. 6401 Stanley Ave.

6449 Stanley Ave. 6509 Stanley Ave.


6545 Stanley Ave. 6639 Stanley Ave. 6725 Stanley Ave.

6837 Stanley Ave.


35 500-gallon heating oil UST (Roger Peterson) 6945 Stanley Ave.

36 LUST case (George Spiro) 6822 Windsor Ave.

37 LUST case, 3 USTs (Vacant lot) 6846 Windsor Ave. Auto repair shop 6906 Windsor Ave.

1,000.galion UST (Depot Development) 6910 Windsor Ave.

PROPERTY FEATURES DIAGRAM

March 2014 Fig. 2 C:\Users\cmann\Documents\Mann\Projects\Chicago Supporl\Berwyn\CAD\Berwyn PESA Figures2

Appendix F

Combined Sewer Operational & Maintenance Plan

CITY O F BERWYN, CO O K CO UNTY, ILLINO IS

COMBINED SEWER

OPERATIONAL & MAINTENANCE PLAN

MAY 20 14

TABLE OF CONTENTS

OVERVIEW

1.0 OPERATIONAL PLAN

1.1 Introduction

1.2 Background

1.3 Sensitive Areas

1.4 Objectives

1.5 Maintenance Procedures

1.6 Inspection and Monitoring Procedures

1.7 Sewer System

1.8 Catch Basins and Manholes

1.9 Inspection and Reporting After Significant Rainfall Event

1.10 Record Keeping

1.11 Safety

1.12 Rehabilitation Work

2.0.0 POLLUTION PREVENTION PLAN

2.1 Policy and Services

2.2 Street Cleaning

2.3 Fertilizers and Pesticides

2.4 Water Conservation

2.5 Solid Waste Collection

2.6 Illegal Dumping

2.7 Bulk Refuse

2.8 Hazardous Waste

1

OVERVIEW

Berwyn, as an urban infill community, has active Combined Sewer Overflow (CSO) problems

and recognizes the environmental and health risks that are associated with CSO. The City’s

combined sewer system is nearing 100 years old and incapable, at times, of handling the

increased capacity required, especially during a storm. Much of the combined sewer system was

designed to handle small one story structures when pervious green areas were much larger.

While the population and density of Berwyn has grown over the last century, the combined

sewer system has remained largely untouched. The City’s current stormwater management

system is a combined sewer system comprised of a conveyance system nearly 100 miles in

length and storm laterals totaling 19 miles. Stormwater runoff and sewage are collected into a

single pipe and ultimately discharged into the large interceptors of the Metropolitan Water

Reclamation District of Greater Chicago (MWRDGC) where it is eventually treated at their

Stickney Treatment Plant. The Stickney Plant has the capacity to treat 1.2 billion gallons of

wastewater per day, serving a 260 square mile area with 2.5 million people. This area

encompasses parts of Chicago and 43 suburban communities. The MWRD operates under

NPDES Permit No. IL0028053 and is required to monitor 112 CSO outfalls in accordance with

Special Condition 10.11.

The City of Berwyn is located within the Lower Des Plaines River watershed. This watershed

covers over 228,000 acres of predominately urban and industrial uses within DuPage, Cook and

Will Counties. Within this watershed, the Depot District in Berwyn drains to the Chicago

Sanitary and Ship Canal. The Chicago Sanitary and Ship Canal is an impaired, manmade

waterway with high amounts of polychlorinated biphenyls, phosphorus, and low amounts of

dissolved oxygen. Combined sewer overflows and urban runoff are listed as two of the causes for

this impairment. Planning efforts are currently underway to reduce combined sewer overflows.

Since combined sewers carry both sewage and storm water in the same conduit, flow rates are

greatly increased during periods or storm water runoff. During a significant storm event, when

the flows exceed the capacity of the City’s sewer system, flow is directed into the MWRD

Tunnel and Reservoir Project (TARP); flows in excess of TARP capacity are discharged directly

into the Chicago Sanitary and Ship Canal and Des Plaines River as CSOs. The MWRD TARP

is currently underway to increase the region’s capacity to contain and direct combined sewer

flows to water reclamation plants for treatment instead of discharging into rivers and lakes. CSO

2

communities are also implementing long-term control plans and aggressive pollution prevention

strategies to minimize pollutant loads entering the combined sewer systems.

The City of Berwyn Combined Sewer Operation and Maintenance Plan and the Pollution

Prevention Plan, outlines proper maintenance, regulation, inspection, and monitoring of the

combined sewer system to ensure that control requirements are in place to minimize the impacts

on the environment and public health by CSO occurrences. A Proper Operations & Maintenance

(O&M) plan for the combined sewer system and CSOs has been developed, and is currently

being implemented. This is on file at the City Public Works Department. The O&M plan

includes:

1. Collection system inspections.

2. Sewer and catch basin cleaning and maintenance.

3. Collection system replacement, where necessary.

By adhering to the objectives in this plan the City intends to; maximize storage within system,

minimize CSO discharges including floatables and solids, and optimize flow to MWRD for

treatment.

The City also will be implementing other controls and policies that will benefit the system, such

as:

1. Require new construction to be designed to minimize and/or delay inflow to the

combined sewer.

2. Require that inflow sources on the combined sewer be connected to a storm sewer within

a reasonable amount of time, if a storm sewer becomes available.

3. Implementation of pollution prevention objectives.

4. Creation of an electronic Sewer system map, detailing the system.

1.0 OPERATIONAL PLAN

1.1 INTRODUCTION

3

This manual is a combined sewer and CSO Operations and Maintenance (O&M) Plan prepared

to provide the staff of the City of Berwyn Public Works Department with the information needed

to operate and maintain the combined sewer system and to minimize the occurrence of system

surcharging resulting in basement backups and combined sewer overflows.

1.2 BACKGROUND

The City of Berwyn is served by a combined sewer system throughout the entire community. A

combined sewer system is a system in which both sanitary waste and storm water is discharged

into the same pipe. The collected sewage ultimately discharges in the large interceptor sewers of

the Metropolitan Water Reclamation District of Greater Chicago (MWRDGC), where it is

eventually treated at their Stickney treatment plant.

The City’s piping network is made up of over 528,000 feet or 100 miles of sewer pipe, ranging in

size from 8” to 7’-6” in diameter.

The majority of the City’s sewers were constructed over 90 years ago and consist of vitrified clay

tile with cement mortar joints. Vitrified clay tile sewers are typically brittle and susceptible to

cracking under impact loading. However they are also considered to be strong under the steady

pressure of the surrounding earth and are not likely to deteriorate as a result of the chemical or

abrasive action to which they are subjected to under most of the local conditions. The City also

is serviced by a small percentage of brick sewers. These sewers were constructed by hand using

brick and mortar over 100 years ago. The bricks used to construct these manholes have a

tendency to dislodge over time in which the manholes partially collapse causing infiltration of

water, sand and soil.

The majority of the manholes are also over 90 years in age and are constructed out of bricks.

The newer manholes within the City comprise about 25% of the total and are constructed with

concrete block or precast concrete.

1.3 NETWORK CAPACITY

Combined sewers convey both sanitary and storm flows, but it is the storm flows that are a much

larger component of the overall flow and much more critical to pipe design and analysis. Sewer

4

pipe capacity is directly proportional to the volume of storm water expected to enter the system.

Combined sewers were not designed for extreme storm conditions. This would lead to bigger

pipes at more expense and potential for excess hazardous methane gas buildup in pipes during

periods of low flow.

The design of the City’s existing sewer network was based on design theory and rainfall data

which existed for the area at the time of installation nearly 100 years ago. Calculations

performed on small areas of the City’s sewer system have resulted in a system sized for a 2 year

storm. A 2 year storm means that the system in that area is likely to be overloaded at least every

two years. Whether these sample areas are proper representation of the entire City, is not

determined at this time. However, with this in mind and historical rainfall data combined with

sewer back-up reports, the City has made strides toward the creation of a Stormwater

Management Plan and stormwater improvement projects.

The system conveys sanitary sewage and storm water runoff to the MWRD interceptor. Drop

pipe assembly diversion structures allow for the maximum diversion into the interceptor. The

interceptor lines are at a lower elevation than from the sewer lines. Flow from the City sewer

drops in to the interceptor during normal conditions. When the interceptor is full, the connection

will fill up and prevent inflow from the City sewers. The flow then bypasses the connection to

the interceptor. The flow continues downstream to the next connection point. If all the

interceptor diversion structures are full, the flow will back up and spill over into the relief sewer

system and eventually drain to TARP or the CSOs.

1.4 OBJECTIVES

The objective of this plan is to maintain the sewer network so that it can perform as best as

possible by; correcting forms of inflow and infiltration (I/I) caused by root intrusion, leaking

joints, structural cracks, and grit buildups; maintain proper conveyance by reducing blockages

and grit buildups; all while reducing pollutant loads from entering the combined sewer system,

especially during flooding events. The objectives of this plan can be achieved through regular

maintenance, inspection, and monitoring procedures of the City’s combined sewers, catch basins

and manholes.

5

1.5 MAINTENANCE PROCEDURES

The City of Berwyn Public Works Department is responsible for maintaining the sewer system.

Proper maintenance is required for the system to perform at an optimum level with a minimum

occurrence of CSOs. An effective preventive maintenance program attempts to predict the

problems that will be encountered and what preventative measures must be scheduled.

Preventive maintenance schedules must be flexible and should be periodically modified based on

their effectiveness and the ability to accomplish maintenance objectives. This section contains

information on standard procedures to be followed to maintain the system components.

All sewers are to be cleaned on a 10-year program. Problem areas that are addressed during

inspection may need to be cleaned more frequently or replaced if inspection of the line reveals

severe problems. Some of the older sewers may have significant root infiltration and debris and

may require additional cleaning. Newly constructed sewers will require less frequent cleaning.

Frequency of cleaning should be adjusted over time such that a minimum of maintenance is

required to prevent blockages.

All drainage structures are to be cleaned on the same sewer cleaning schedule within the same

area for the sewers scheduled to be cleaned. Structures are to be cleaned using a Vac-All truck.

During periods of rainfall, particularly during the fall season, catch basin operation and surface flooding

conditions are monitored and extra cleaning is conducted to ensure proper operation. All inspection and

maintenance data will be recorded on City work tickets.

Street cleaning reduces debris that may be washed into the combined sewer system. The City of

Berwyn conducts street cleaning following standard operating procedures for street cleaning.

Street cleaning will be conducted year round, weather dependent. Additional need for street

cleaning to remove leaves during the fall months (September through November) will be

evaluated on a monthly basis and conducted as needed. The no parking schedule for street

cleaning is followed during the winter months for snow removal and street maintenance

purposes.

The interceptors are operated and maintained by the MWRDGC; the City is not allowed access

to these sewer lines or manholes. The connections to the TARP drop shafts and the control

structures are all maintained by the District.

6

1.6 INSPECTION AND MONITORING PROCEDURES

The following inspection program is an important means to ensure that the collection system is

operating as to optimize transport of wastewater flows and minimize CSO discharges.

Inspection procedures are an essential part of preventive maintenance which is the primary

means of implementing the objectives of this plan. The defects identified during a continuous

inspection program can be scheduled for routine repair before it becomes necessary to make

expensive emergency repairs.

Inspections will reveal blockages, identify structural defects and potential hazards, locate sources

of inflow and infiltration (I/I), and identify maintenance needs. A continuous inspection

program serves to identify potential system failures that may lead to CSOs and basement

backups.

1.7 SEWER SYSTEM

As the sewer system becomes older, the pipes are subject to deterioration and damage. Several

such reasons are poor construction practices during installation, improper connection of private

service laterals, corrosion, poor maintenance, high live loads, and freeze thaw cycles. Sewers are

inspected on a routine basis. The frequency of inspection is required due to the age of the system.

Sewer inspections can be done by looking into a sewer segment from inside a manhole, by

walking through the line if the pipe is large enough, or by pulling a closed circuit television

camera through. Visual inspections may be adequate for short term inspections or to indicate if

infiltration or blockages exist, but visual inspections is limited to segments adjacent to manholes

and warrants periodic televising of the entire system.

Closed circuit television (CCTV) inspection is the most effective means of inspection and gives

permanent visual record of the sewer conditions. A TV camera is pulled through the sewer pipe

while the picture is shown on a monitor and observed at ground level. CCTV inspection is

applicable to sewers four to forty-eight inches in diameter. Light sewer cleaning is usually

required prior to inspection to allow the camera to pass freely through each line giving an

unobstructed view. The tape should be provided with an audio portion in order that the

technician may record and comment on pipe conditions. Otherwise all comments should be

written during the televising and submitted with the sewer tapings.

7

This method allows inspection of the structural conditions and observations of pipe or joint

separations, drops, ruptures, leaks, service connections, obstructions, corrosion, misalignments,

and root intrusion. Damage can be identified that may have occurred during construction or

excavation on other utilities, roads, or buildings. This also provides a means for determining

flow rates of I/I, recording illegal connections, examination of newly installed segments, and

helps to evaluate the effectiveness of corrective measures. An important part of every sewer

inspection is the set up procedure of all observations on the inspection record. The following

information should be recorded:

The date, weather conditions, ground water level if applicable, type of ground surface

above the sewer line, and the name of the technician.

The length, size, type, depth of invert, and structural condition of the sewer main as well

as all service lateral connections, and other tap-ins. Provide an estimate of the amount of

work required or preventive maintenance needed.

The depth of flow for assessment of pipe capacity, and detection of extraneous inflow of

water.

Extent of root intrusion and suggested control techniques.

Type and depth of deposits and recommended cleaning methods.

The location and estimated flow rate of I/I sources such as open or misaligned joints,

cracked pipes, and mineral deposits.

Any special problems or conditions such as collapsed pipe, sagging sewers, and

corrosion.

1.8 CATCH BASINS AND MANHOLES

Catch basins and manholes are subject to a variety of forces which cause them to structurally

deteriorate over time allowing for I/I to enter the system. The most common sources of

deterioration include traffic vibration, freeze-thaw cycles, and ground settlement. A common

problem is the deterioration of brick manholes where bricks become loose and fall into the

sewer, causing blockages. Manholes and catch basins will be routinely inspected. In areas subject

to heavy traffic, inspections should be completed more frequently. Use confined space entry

procedures if a person has to enter the catch basin or manhole structure for any reason.

Inspection of catch basins and manholes require entry into the manhole. Use the following

8

inspection procedures to identify defects:

• Check the area around the lid for proper drainage away from the lid for a manhole and

proper drainage into the inlet for cases of catch basins. Use a straight edge to see if the

rim is at proper elevation and grade with the surrounding ground. Note defects in the lid

that may prohibit a tight fit.

• Check for combustible gases inside the catch basin before removing the manhole cover.

• Inspect all surfaces and joints inside for cracks, breaks, offsets, misalignments, root

intrusions, corrosion, or other sources of I/I.

• Inspect for grease accumulation around the arch or inside of sewers.

• Inspect for gravel and debris in the invert, on the shelf, and steps.

• Check the condition of the steps, grout bed of the frame, frame seal, and grade rings.

• Note any backed up water or sluggish flows. Compare flows between adjacent manholes

and catch basins. If low flow is found downstream of a structure that has greater flows,

this may indicate a blockage.

• With a sounding pole, check the structure for an accumulation of grit in the catch basin.

There should be no accumulation of grit within one foot of the bottom of the orifice.

Excessive floating material in the catch basin that reaches the orifice inlets should be

removed.

• Note any condensation on the walls that may indicate the ground water level.

• Clean the ledge of the manhole ring and inspect for cracks in the metal parts.

Every manhole or catch basin requires a detailed inspection record on which the following

typical information should be recorded:

• Structure identification and location, date of inspection, weather conditions, and name of

the inspector.

• Materials and conditions of the manhole / catch basin including construction type, cover,

ring, frame seal, cone, chimney, wall, steps, lift holes, benches, and channels.

• Depth below grade, structure size, the number and size of holes in the lid, and the

alignment of the frame grade. I/I sources, evidence of leaks or backups, level of high

water marks (for manholes only), ground water level, description of debris found, and

any specific problems.

• Any significant rainfall events, as characterized as an event that produces at least one

9

inch of rain in a 24-hour period.

1.9 INSPECTION AND REPORTING AFTER SIGNIFICANT RAINFALL EVENT

The City staff will monitor which storm events that are producing CSOs. Frequency (number of

discharges per month), duration (estimate in hours), and date of each CSO, will be recorded for

City records. Estimates of storm duration and total rainfall shall also be provided for each storm

event. All discharges from the same storm or occurring within 24 hours shall be reported as one.

1.10 RECORD KEEPING

Record keeping is important to the short term and long term operational and financial

performance of the combined sewer system. Records are useful to the Public Works personnel,

City officials, consulting engineers, and regulatory agencies. For this reason, all records must be

accurate and complete.

Daily operational reports should summarize maintenance and/or inspections performed that day

and any special or unusual occurrences. All complaints and resident concerns should be

addressed in order that repairs and/or adjustments are made to decrease the likelihood of any

CSO occurrence during wet or dry conditions. These reports should be used in conjunction with

the inspection and maintenance records used by public works.

Daily reports should be combined into a monthly summary along with the monthly CSO

monitoring and kept on file at the City Public Works. The monthly report should include the

following information:

• Identify any collapsed or blocked sewers and any other abnormal collection system

problems. Record the date of discovery, location and segment identification, and the

means by which the collapse or block was discovered. Describe when and how the sewer

was repaired or replaced.

• Identify basement backups and any other abnormal collection system complaints. Record

date, time, and weather conditions. Note any other collection system problems that the

complaint may have alerted City staff to; for example, a backed up basement may have

alerted to a collapsed or blocked sewer.

• Record abnormal street flooding (other than designed street ponding). Record date,

10

location, and weather conditions. Record course of action taken to correct the problem.

• All failing inspections of street berms, ponding areas, and all sewer components.

Describe locations, etc., and corrective measures taken.

• Record date, locations and identification of all passing inspections.

• Record all CSO occurrences.

1.11 SAFETY

The City of Berwyn Public Works Department follows standard safety procedures when

performing maintenance on facilities. Topics of concern that should be reviewed by all workers

performing maintenance procedures include:

• Traffic Control

• Worksite Safety

• Confined Space Entry

• Safety Equipment

• Emergencies, First Aid, and Hygiene

1.12 REHABILITATION WORK

The rehabilitation work determined to be necessary as a result of inspections and investigations

is to be scheduled and budgeted by the Director of Public Works. Rehabilitation methods

employed reflect current standards, conventions and regulations.

SEWER REHABILITATION

Sewer rehabilitation involves the replacement or lining of existing sewers based upon the

findings of a televised inspection. The replacement methodology is used to correct sewer

segments with structural deficiencies or leakage problems. The lining methodology is applied

where feasible to minimize surface disruption while improving functional capacity. Sewer lining

preserves the structural integrity, reduces maintenance requirements, and improves flow capacity

by eliminating root intrusion through joints and reducing friction losses along pipe walls due to

its extremely smooth surface. Through the lining process a resin-saturated, polyester felt tube is

inverted or pulled into a designated segment of sewer. Hot water or steam is then pumped into

the tube to cure the resin and form a tight-fitting, jointless and corrosion-resistant replacement

pipe. Service laterals connections are reinstated by internally cutting openings at the catalogued

service locations. The sewer is then inspected by a sewer televising system to verify that the

11

lining was successful and that all services are restored.

MANHOLE REHABILITATION

Manhole rehabilitation involves the replacement, repair, or lining of existing manholes.

Replacement involves the excavation and removal of the defective manhole structure and the

installation of a new precast concrete manhole meeting current standards of fabrication. Repair

involves the removal or improvement of only a portion of the manhole structure such as grade

rings, cast iron frame and lid, and steps. Manhole lining extends the life of those brick and block

structures that are still structurally sound but are exhibiting signs of distress that could eventually

fail and require complete removal and replacement. Many manholes exhibit distress within the

top 24 inches of the structure as a result of the climatic conditions associated with repetitive

freeze-thaw cycles and as a result of traffic loads. If a manhole exhibits distress at a depth

greater than 24 inches, but is still structurally functional, then the full depth of the manhole is

lined using either a cement or polyurea coating system. Manholes that are severely distressed, or

are within the boundary of a sewer replacement project are typically replaced.

2.0 POLLUTION PREVENTION PLAN

2.1 POLICY AND SERVICES

The City of Berwyn has implemented policies, programs and services to limit the amount of

floatables and contamination of CSO. Programs include; a street cleaning program, mulching in

substitute of fertilizers, minimization of herbicide use, and public education.

2.2 STREET CLEANING

The City’s street sweeping program runs year round. During this period the entire City is swept

on a routine basis, within a week. Sweeping rids streets of residue salt and removes significant

amount of leaves, debris, and fluids leaked from parked vehicles. The result is a significant

reduction in floatables and contamination during significant rainfall events.

The City also has a policy prohibiting residents from dumping leaves onto the street in the fall.

Instead residents are instructed to bag leaves, which can be picked up during normal yard waste

collection. This prevents clogging of catch basins and reduces floatables during significant

rainfall events.

12

After every significant rainfall event City maintenance workers will scan City streets to pick up

downed braches and other debris.

2.3 FERTILIZERS AND PESTICIDES

The City does not use fertilizer for public parkways. Instead cut grass and fallen leaves are

mulched into the lawn. Herbicides are used on a limited basis at the lowest concentration

practicable.

2.4 WATER CONSERVATION

The City has a chapter on water conservation in its codified ordinances. Included in this chapter

are; requirements that car wash facilities are equipped with a water recycling system; owner’s

responsibility to repair water leaks on private property; limitations on sprinkling between June 1

and September 30; and proper use and maintenance of rain barrels. More details can be found in

Chapter 1050 of the City’s codified ordinances.

2.5 SOLID WASTE COLLECTION

The City of Berwyn, in cooperation with Waste Management, provides a recycling, solid waste

and yard waste disposal program. Items that can be recycled include: newspaper, magazines,

junk mail, paper, cardboard (corrugated and non-corrugated), plastic bottles (# 1, 2, 3, 4, 5, and

7), aluminum, glass, and beverage cartons. The collection schedule is available on the City’s

website and is attached to this plan.

2.6 ILLEGAL DUMPING

Illegal dumping is prohibited by City code. Compliance is monitored by both Police and Public

Works personnel. The City has also established the Clean City Committee by ordinance. This

committee also reviews ordinances in regards to litter control and dumping, while providing

suggestions for improvements to these policies and enforcement.

2.7 BULK REFUSE

One bulky item such as an appliance or furniture can be collected per week on a regularly

scheduled collection day at no additional cost. Construction and building materials, loose

materials, or additional bulky items require a special pickup. Residents are instructed to call

Waste Management at (800) 796-9696 or www.wm.com for additional information.

http://www.wm.com/

13

2.8 HAZARDOUS WASTE

The City of Berwyn is a member of the West Cook County Solid Waste Agency (WCCSWA).

The WCCSWA has developed a plan to provide for the efficient and environmentally sound

collection, transportation, transfer, processing, treatment, storage, disposal, recovery, and reuse

of municipal waste. Materials such as pesticides, poisons, cleaning solvents, gasoline, used oil

and automotive fluids, and other flammable, toxic, or corrosive liquid material can be dropped

off at designated locations through the agency. More information is available by contacting

WCCSWA directly by phone (708) 450-0100 or by going to their website at

www.westcook.org/wccswa.

Appendix G

Anticipated Project Revenues/Expenses

ANTICIPATED PROJECT REVENUES/EXPENSESUTILITIES FUND (Water,Sewer, and Garbage)

ITEM FY13 FY14 FY15 FY16 FY17 FY18 FY19 FY20 FY21 FY22 FY23 FY24 FY25 FY26 FY27 FY28 FY29 FY30 FY31 FY32 FY33 FY34

Operating Revenues 14,445,691 14,985,691 15,167,976 15,281,735 15,396,348 15,511,821 15,628,160 15,745,371 15,863,461 15,982,437 16,102,305 16,223,073 16,344,746 16,467,331 16,590,836 16,715,268 16,840,632 16,966,937 17,094,189 17,222,395 17,351,563 17,481,700

Operating Expenses 13,027,380 13,950,000 14,040,332 14,140,777 14,245,181 14,351,459 14,458,904 14,567,281 14,676,514 14,786,580 14,897,477 15,009,207 15,121,776 15,235,189 15,349,453 15,464,574 15,580,558 15,697,412 15,815,143 15,933,756 16,053,260 16,173,659

Net Operating Revenue 1,418,311 1,035,691 1,127,643 1,140,959 1,151,167 1,160,362 1,169,255 1,178,090 1,186,947 1,195,857 1,204,828 1,213,866 1,222,970 1,232,142 1,241,383 1,250,694 1,260,074 1,269,524 1,279,046 1,288,639 1,298,304 1,308,041

Interest Income 7,257 10,357 11,276 11,410 11,512 11,604 11,693 11,781 11,869 11,959 12,048 12,139 12,230 12,321 12,414 12,507 12,601 12,695 12,790 12,886 12,983 13,080

Proposed Loan Revenue ‐ ‐ 8,000,000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

Net Income 1,418,311 1,035,691 9,127,643 1,140,959 1,151,167 1,160,362 1,169,255 1,178,090 1,186,947 1,195,857 1,204,828 1,213,866 1,222,970 1,232,142 1,241,383 1,250,694 1,260,074 1,269,524 1,279,046 1,288,639 1,298,304 1,308,041

Debt Service

Existing Debt Payments 119,453 160,756 229,224 329,224 310,056 330,993 257,275 276,650 345,525 360,525 274,525 266,525 258,525 250,275 291,775 281,150 345,525 4,275 99,275 99,276 99,277 99,278

Proposed IEPA Loan Payments ‐ ‐ 546,411 552,416 544,000 536,000 528,000 520,329 512,000 504,000 496,000 488,241 480,000 472,000 464,000 456,153 448,000 440,000 432,000 422,066 416,000 408,000

Total Debt Service 119,453 160,756 775,635 881,640 854,056 866,993 785,275 796,979 857,525 864,525 770,525 754,766 738,525 722,275 755,775 737,303 793,525 444,275 531,275 521,342 515,277 507,278

Net Revenue 1,298,858 874,935 8,352,008 259,319 297,111 293,369 383,980 381,111 329,422 331,332 434,303 459,100 484,445 509,867 485,608 513,391 466,549 825,249 747,771 767,297 783,027 800,763

Debt Service Coverage 11.87 6.44 1.45 1.29 1.35 1.34 1.49 1.48 1.38 1.38 1.56 1.61 1.66 1.71 1.64 1.70 1.59 2.86 2.41 2.47 2.52 2.58

Equipment Replacement ‐ 300,000 303,000 250,000 252,500 255,025 257,575 260,151 262,753 265,380 268,034 270,714 273,421 276,156 278,917 281,706 284,523 287,369 290,242 293,145 296,076 299,037

Anticipated Surplus 1,298,858 574,935 8,049,008 9,319 44,611 38,344 126,405 120,960 66,670 65,952 166,270 188,385 211,024 233,712 206,691 231,684 182,026 537,881 457,529 474,152 486,950 501,726

Beginning Net Position 26,658,058 27,232,993 27,282,001 27,291,320 27,335,931 27,374,275 27,500,680 27,621,639 27,688,309 27,754,261 27,920,531 28,108,916 28,319,940 28,553,652 28,760,343 28,992,027 29,174,053 29,711,934 30,169,463 30,643,615 31,130,565

Anticipated Project Expenses ‐ 8,000,000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

Ending Net Position 27,232,993 27,282,001 27,291,320 27,335,931 27,374,275 27,500,680 27,621,639 27,688,309 27,754,261 27,920,531 28,108,916 28,319,940 28,553,652 28,760,343 28,992,027 29,174,053 29,711,934 30,169,463 30,643,615 31,130,565 31,632,291

Operating Revenue and Expenses for FY13 are Final

Operating Revenue for FY14 is projected at: 14,985,691$

0.65% to 0.75% per year

0.75% per year

Interest Income as a percentage of Net Operating Revenue: 1.00%

Projected Interest Rate for IEPA Revolving Loan Program 2.00%

Repayment Period for IEPA Revolving Loan Program 20 years

Number of Payments per Loan per Year 2

0.75% per year

5.00%compared to FY

2013

Operating Expenses for FY 19‐ FY 34 are projected to increase about:

Based on the Proposed 17% Water Rate Increases, Operating Revenue for FY15 is

projected to increase at:

1.22%

compared to

Projected FY 2014

or

Operating Expenses for FY 15‐ FY 18 are projected to increase about:

Based on Historical Trends, Operating Revenue is expected increase annually for FY 16‐FY

34 at:

Current 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034 2035

F1 ‐ One dwelling unit $4.37 $4.59 $4.82 $5.06 $5.31 $5.58 $5.86 $6.15 $6.46 $6.78 $7.12 $7.47 $7.85 $8.24 $8.65 $9.08 $9.54 $10.02 $10.52 $11.04 $11.59 $12.17

F2 ‐ Two dwelling unit $5.61 $5.89 $6.19 $6.49 $6.82 $7.16 $7.52 $7.89 $8.29 $8.70 $9.14 $9.60 $10.07 $10.58 $11.11 $11.66 $12.25 $12.86 $13.50 $14.18 $14.89 $15.63

F3 ‐ Three dwelling unit $7.12 $7.48 $7.85 $8.24 $8.65 $9.09 $9.54 $10.02 $10.52 $11.05 $11.60 $12.18 $12.79 $13.43 $14.10 $14.80 $15.54 $16.32 $17.14 $17.99 $18.89 $19.84

F4 ‐ Four dwelling unit $8.65 $9.08 $9.54 $10.01 $10.51 $11.04 $11.59 $12.17 $12.78 $13.42 $14.09 $14.79 $15.53 $16.31 $17.13 $17.98 $18.88 $19.83 $20.82 $21.86 $22.95 $24.10

Commercial $0.16 $0.17 $0.18 $0.19 $0.19 $0.20 $0.21 $0.23 $0.24 $0.25 $0.26 $0.27 $0.29 $0.30 $0.32 $0.33 $0.35 $0.37 $0.39 $0.40 $0.42 $0.45

min. charge $1.68 $1.76 $1.85 $1.94 $2.04 $2.14 $2.25 $2.36 $2.48 $2.61 $2.74 $2.87 $3.02 $3.17 $3.33 $3.49 $3.67 $3.85 $4.04 $4.25 $4.46 $4.68

Religious/Education $0.16 $0.17 $0.18 $0.19 $0.19 $0.20 $0.21 $0.23 $0.24 $0.25 $0.26 $0.27 $0.29 $0.30 $0.32 $0.33 $0.35 $0.37 $0.39 $0.40 $0.42 $0.45

min. charge $1.68 $1.76 $1.85 $1.94 $2.04 $2.14 $2.25 $2.36 $2.48 $2.61 $2.74 $2.87 $3.02 $3.17 $3.33 $3.49 $3.67 $3.85 $4.04 $4.25 $4.46 $4.68

Sewer Fund Rate Increases 5% Annual Increase

berwyn wastewater facility plan 2014 (city and depot district)

Government & Nonprofit