Berwyn Wastewater Facility Plan 2014 (City and Depot District)

IEPA - Facilities Planning Submittal Checklist Page 1 of 2
Before the Agency will begin review of a Facilities Plan, ALL of the items below comprising the basic
minimum 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.
City of Berwyn
TERRA Engineering LTD 312-467-0123
The proposed project will provide a new connection to the MWRD Intercept,
Loan Applicant: Agency Use: L17
Consulting Engineer: Phone:
Project Description:
provide additional detention, as well as repairs and improvements to the existing system.
Page(s)
Loan applicant's background information including location, historical population, makeup of
customer 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, along
with 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 designed
in accordance with 35 Ill. Adm Code 370.
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4-10
NA
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IEPA - Facilities Planning Submittal Checklist Page 2 of 2
Page(s)
Inventory of environmental impacts of chosen alternative and a discussion of the measures
required during design and construction to mitigate or minimize negative environmental
impacts. The discussion should address at a minimum; rare and endangered species,
historic and cultural resources, prime agricultural land, air and water quality, recreational
areas, wetlands, floodplains and other sensitive environmental areas.
Note: The IEPA Loan Applicant Environmental Checklist must be signed by the loan
applicant's authorized representative and submitted to the Agency with all applicable
sign-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 costs
over 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 adequate
annual debt service and O,M & R coverage requirements and a description of the dedicated
source 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 changes
and 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 Agency
1021 North Grand Ave. East
P.O. Box 19276
Springfield, 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

City of Berwyn, IL
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
i

City of Berwyn, IL
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
ii

City of Berwyn, IL
1
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.

City of Berwyn, IL
2
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.

City of Berwyn, IL
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%
3
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

City of Berwyn, IL
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.
4
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

City of Berwyn, IL
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.
5

City of Berwyn, IL
6
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.

Project Limits
Berwyn Limits
´
Legend
1 inch = 2,000 feet Berwyn Depot District Streetscape
Location Map - Figure 1

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.
BRICK SEWER.
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 ~
..I..N.__T ERCEPTOR {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

City of Berwyn, IL
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.
9
Cermak Ave Cross
Connection
Figure 3 MWRD Network
C. Project Need:
Approximate Depot
District Drainage Area
West Town Outlet
Interceptor
Northwest Outlet
Interceptor
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

City of Berwyn, IL
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
10

City of Berwyn, IL
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.
11
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
BRICK SEWER.
INTERCEPTOR.
AREA = 6.8 ACRES
BRICK SEWER.
INTERCEPTOR.
AREA = 27.5 ACRES
-s
NEW DROP MH TO MW~ ~
INTERCEPTOR
12'-0" x 13'-4" MWRD
v WESTTOWNS
I~ INTERCEPT_O_R _ ___,
DROP MH
CROSS-CONNECT
TO MWRD
INTERCEPTOR (TYP)
7'-6" BRICK SEWER,
FLOWING SOUTHEAST
AREA = 4.8 ACRES
7'-6" BRICK SEWER,
'"'-..,.._..;:~::-; FLOWI NG 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.-.--
DROP MH
CROSS-CONNECT TO
MWRD INTERCEPTOR
(TYP)
FIGURE 4: NEW CONVEYANCE SEWER TO MWRD INTERCEPTOR
CITY OF BERWYN

City of Berwyn, IL
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
13
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:

City of Berwyn, IL
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
14
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.

City of Berwyn, IL
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.
15
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

400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
Time
West Towns Flow at 42nd and East Ave

6.00
5.00
4.00
3.00
2.00
1.00
0.00
Depth
West Towns Flow at 42nd and East Ave
Date

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~5'i~~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~Sirllk: F"'"ll.v:,_ ____________________ .----------- 16&,376. 10
watP.I!f..orN•orell>l 413,326 ~9,69~.5 00 l,241,739.J8
w.,tr.o•fln-1
158 1 ~.8GO 619.36
W~teh Munll:loal
5, ~90 559,000 21,916.72
W~ttr~~l'~":td~IH.,f
1, 181,736 l8,!73,600 5.152,299.12
W;~tr.ttSc~s.Patk!, lc Clllltthr:~
UllmniJ:r'led Con~~ptlon ,., .•
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 tMtiJinu ''"' 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 olg . 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:;umDkln 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!1 sumr>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 fv11111 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. lillhllt.<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 ~1 e 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 mr";(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
.1au~! 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 Description
Model A.SPF
Rainfall Details
2 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient 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 00:05:00
2 Sub-02 1.40 0.9000 0.36 0.32 0.45 5.44 0 00:05:00
3 Sub-03 0.65 0.9000 0.36 0.32 0.21 2.53 0 00:05:00
4 Sub-05 27.00 0.8200 0.82 0.67 18.14 72.62 0 00:15:00
5 Sub-06 32.90 0.7000 0.82 0.57 18.88 75.54 0 00:15:00
6 Sub-08 11.70 0.8200 0.61 0.50 5.80 34.84 0 00:10:00
7 Sub-09 13.30 0.8200 0.61 0.50 6.60 39.60 0 00:10:00
8 Sub-10 11.50 0.7000 0.61 0.42 4.88 29.23 0 00:10:00

Pipe Input
SN 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 Barrels
Elevation 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 1
2 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 1
3 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 1
4 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 1
5 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 1
6 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 1
7 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 1
8 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 1
9 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 Results
SN 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 Condition
Occurrence 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 SURCHARGED
2 Link-10 7.08 0 01:18 1.37 5.19 5.77 0.97 1.25 1.00 92.00 SURCHARGED
3 Link-11 11.59 0 01:09 4.35 2.66 6.56 0.87 1.50 1.00 86.00 SURCHARGED
4 Link-12 25.28 0 00:19 4.53 5.58 8.05 1.34 2.00 1.00 66.00 SURCHARGED
5 Link-13 26.81 0 00:59 10.91 2.46 8.53 0.34 2.00 1.00 66.00 SURCHARGED
6 Link-14 52.80 0 00:20 18.98 2.78 10.76 0.25 2.50 1.00 60.00 SURCHARGED
7 Link-15 48.84 0 00:25 19.10 2.56 9.95 0.83 2.50 1.00 60.00 SURCHARGED
8 Link-16 52.45 0 00:20 16.78 3.13 8.83 1.11 2.75 1.00 53.00 SURCHARGED
9 Link-17 74.80 0 00:10 16.93 4.42 12.68 0.09 2.68 0.98 0.00 > CAPACITY

Project Description
Model A.SPF
Rainfall Details
10 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.60 0.9000 0.54 0.49 0.29 3.50 0 00:05:00
2 Sub-02 1.40 0.9000 0.54 0.49 0.68 8.17 0 00:05:00
3 Sub-03 0.65 0.9000 0.54 0.49 0.32 3.79 0 00:05:00
4 Sub-05 27.00 0.8200 1.21 0.99 26.78 107.16 0 00:15:00
5 Sub-06 32.90 0.7000 1.21 0.85 27.87 111.47 0 00:15:00
6 Sub-08 11.70 0.8200 0.90 0.74 8.62 51.72 0 00:10:00
7 Sub-09 13.30 0.8200 0.90 0.74 9.80 58.79 0 00:10:00
8 Sub-10 11.50 0.7000 0.90 0.63 7.23 43.39 0 00:10:00

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

Project Description
Model A.SPF
Rainfall Details
100 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.60 0.9000 0.91 0.82 0.49 5.90 0 00:05:00
2 Sub-02 1.40 0.9000 0.91 0.82 1.15 13.76 0 00:05:00
3 Sub-03 0.65 0.9000 0.91 0.82 0.53 6.39 0 00:05:00
4 Sub-05 27.00 0.8200 2.05 1.68 45.39 181.55 0 00:15:00
5 Sub-06 32.90 0.7000 2.05 1.44 47.21 188.85 0 00:15:00
6 Sub-08 11.70 0.8200 1.52 1.25 14.58 87.44 0 00:10:00
7 Sub-09 13.30 0.8200 1.52 1.25 16.57 99.40 0 00:10:00
8 Sub-10 11.50 0.7000 1.52 1.06 12.22 73.37 0 00:10:00

Pipe Results
Ratio
1 Link-09 4.19 0 03:02 1.84 2.28 5.34 1.17 1.00 1.00 201.00 SURCHARGED
2 Link-10 9.19 0 00:50 1.37 6.73 7.49 0.75 1.25 1.00 190.00 SURCHARGED
3 Link-11 19.91 0 00:33 4.35 4.57 11.27 0.51 1.50 1.00 180.00 SURCHARGED
4 Link-12 50.44 0 00:21 4.53 11.13 16.06 0.67 2.00 1.00 137.00 SURCHARGED
5 Link-13 26.81 0 01:54 10.91 2.46 8.53 0.34 2.00 1.00 133.00 SURCHARGED
6 Link-14 99.38 0 00:21 18.98 5.24 20.25 0.13 2.50 1.00 125.00 SURCHARGED
7 Link-15 78.96 0 00:28 19.10 4.13 16.09 0.52 2.50 1.00 122.00 SURCHARGED
8 Link-16 81.37 0 00:24 16.78 4.85 13.70 0.71 2.75 1.00 108.00 SURCHARGED
9 Link-17 122.52 0 00:14 16.93 7.24 20.63 0.06 2.75 1.00 35.00 SURCHARGED

Project Description
Model B.SPF
Rainfall Details
2 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.78 0.9000 0.36 0.32 0.25 3.03 0 00:05:00
2 Sub-02 0.66 0.9000 0.36 0.32 0.21 2.57 0 00:05:00
3 Sub-03 1.01 0.9000 0.36 0.32 0.33 3.93 0 00:05:00
4 Sub-04 0.90 0.9000 0.36 0.32 0.29 3.50 0 00:05:00
5 Sub-05 0.61 0.9000 0.36 0.32 0.20 2.37 0 00:05:00
6 Sub-06 1.20 0.9000 0.36 0.32 0.39 4.67 0 00:05:00
7 Sub-07 3.70 0.8200 0.36 0.30 1.09 13.11 0 00:05:00
8 Sub-08 1.50 0.9000 0.36 0.32 0.49 5.83 0 00:05:00
9 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 00:10:00
11 Sub-11 10.10 0.8200 0.61 0.50 5.01 30.07 0 00:10:00
12 Sub-14 8.50 0.7000 0.61 0.42 3.60 21.60 0 00:10:00
13 Sub-15 7.60 0.8200 0.36 0.30 2.24 26.92 0 00:05:00
14 Sub-16 9.20 0.7000 0.36 0.25 2.32 27.82 0 00:05:00
15 Sub-17 41.40 0.8200 0.82 0.67 27.82 111.35 0 00:15:00
16 Sub-18 3.80 0.7000 0.61 0.42 1.61 9.66 0 00:10:00
17 Sub-19 7.30 0.8200 0.36 0.30 2.15 25.86 0 00:05:00
18 Sub-20 0.58 0.9000 0.36 0.32 0.19 2.26 0 00:05:00

Pipe Input
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 1
2 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 1
3 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 1
4 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 1
5 Link-05 351.60 602.25 0.00 601.16 0.00 1.09 0.3100 CIRCULAR 21.000 21.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
6 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 1
7 Link-07 299.06 597.50 0.00 597.30 0.00 0.20 0.0700 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
8 Link-08 247.32 597.30 0.00 597.08 0.00 0.22 0.0900 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
9 Link-09 765.08 597.08 0.00 596.34 0.00 0.74 0.1000 CIRCULAR 48.000 48.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
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 1
11 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 1
12 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 1
13 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 1
14 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
15 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 1
16 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

Pipe Results
Ratio
1 Link-01 3.05 0 00:05 1.48 2.06 3.88 1.58 1.00 1.00 51.00 SURCHARGED
2 Link-02 5.46 0 00:05 2.12 2.57 4.68 1.39 1.25 1.00 54.00 SURCHARGED
3 Link-03 3.66 0 00:05 3.21 1.14 2.08 7.07 1.50 1.00 55.00 SURCHARGED
4 Link-04 15.75 0 00:05 3.61 4.36 7.52 0.80 1.75 1.00 56.00 SURCHARGED
5 Link-05 16.40 0 00:04 7.65 2.15 6.82 0.86 1.75 1.00 57.00 SURCHARGED
6 Link-06 46.42 0 00:03 34.45 1.35 8.07 1.34 2.75 1.00 56.00 SURCHARGED
7 Link-07 47.84 0 00:04 14.95 3.20 6.77 0.74 3.00 1.00 58.00 SURCHARGED
8 Link-08 53.04 0 00:04 17.24 3.08 7.50 0.55 3.00 1.00 54.00 SURCHARGED
9 Link-09 94.95 0 00:05 38.72 2.45 8.49 1.50 4.00 1.00 14.00 SURCHARGED
10 Link-10 90.43 0 00:06 44.34 2.04 7.94 0.40 4.00 1.00 12.00 SURCHARGED
11 Link-11 114.39 0 00:08 52.01 2.20 10.61 1.79 4.00 1.00 7.00 SURCHARGED
12 Link-13 48.22 0 00:03 1.00 48.04 9.86 0.28 2.50 1.00 56.00 SURCHARGED
13 Link-14 42.32 0 00:29 0.55 77.40 10.64 0.50 2.25 1.00 57.00 SURCHARGED
14 Link-15 49.57 0 00:22 0.38 129.25 15.78 0.37 2.00 1.00 57.00 SURCHARGED
15 Link-16 4.69 0 00:57 2.52 1.87 5.98 0.90 1.00 1.00 57.00 SURCHARGED
16 Link-17 114.08 0 00:08 96.68 1.18 9.54 0.07 3.60 0.90 0.00 > CAPACITY

Project Description
Model B.SPF
Rainfall Details
10 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.78 0.9000 0.54 0.49 0.38 4.55 0 00:05:00
2 Sub-02 0.66 0.9000 0.54 0.49 0.32 3.85 0 00:05:00
3 Sub-03 1.01 0.9000 0.54 0.49 0.49 5.89 0 00:05:00
4 Sub-04 0.90 0.9000 0.54 0.49 0.44 5.25 0 00:05:00
5 Sub-05 0.61 0.9000 0.54 0.49 0.30 3.56 0 00:05:00
6 Sub-06 1.20 0.9000 0.54 0.49 0.58 7.00 0 00:05:00
7 Sub-07 3.70 0.8200 0.54 0.44 1.64 19.66 0 00:05:00
8 Sub-08 1.50 0.9000 0.54 0.49 0.73 8.75 0 00:05:00
9 Sub-09 13.50 0.8200 0.90 0.74 9.95 59.67 0 00:10:00
10 Sub-10 8.70 0.7000 0.90 0.63 5.47 32.83 0 00:10:00
11 Sub-11 10.10 0.8200 0.90 0.74 7.44 44.64 0 00:10:00
12 Sub-14 8.50 0.7000 0.90 0.63 5.35 32.07 0 00:10:00
13 Sub-15 7.60 0.8200 0.54 0.44 3.37 40.38 0 00:05:00
14 Sub-16 9.20 0.7000 0.54 0.38 3.48 41.73 0 00:05:00
15 Sub-17 41.40 0.8200 1.21 0.99 41.07 164.31 0 00:15:00
16 Sub-18 3.80 0.7000 0.90 0.63 2.39 14.34 0 00:10:00
17 Sub-19 7.30 0.8200 0.54 0.44 3.23 38.79 0 00:05:00
18 Sub-20 0.58 0.9000 0.54 0.49 0.28 3.38 0 00:05:00

Pipe Results
Ratio
1 Link-01 3.69 0 01:34 1.48 2.50 4.70 1.30 1.00 1.00 97.00 SURCHARGED
2 Link-02 5.88 0 00:04 2.12 2.77 5.03 1.29 1.25 1.00 96.00 SURCHARGED
3 Link-03 7.24 0 01:25 3.21 2.25 4.10 3.59 1.50 1.00 91.00 SURCHARGED
4 Link-04 15.67 0 00:04 3.61 4.34 7.58 0.79 1.75 1.00 88.00 SURCHARGED
5 Link-05 18.36 0 01:20 7.65 2.40 7.63 0.77 1.75 1.00 79.00 SURCHARGED
6 Link-06 49.23 0 00:24 34.45 1.43 8.38 1.29 2.75 1.00 76.00 SURCHARGED
7 Link-07 68.23 0 00:20 14.95 4.56 9.65 0.52 3.00 1.00 79.00 SURCHARGED
8 Link-08 72.85 0 00:20 17.24 4.23 10.31 0.40 3.00 1.00 75.00 SURCHARGED
9 Link-09 110.73 0 00:04 38.72 2.86 9.44 1.35 4.00 1.00 19.00 SURCHARGED
10 Link-10 107.92 0 00:05 44.34 2.43 9.99 0.32 4.00 1.00 17.00 SURCHARGED
11 Link-11 130.50 0 00:06 52.01 2.51 10.91 1.74 4.00 1.00 12.00 SURCHARGED
12 Link-13 52.22 0 00:02 1.00 52.02 10.75 0.26 2.50 1.00 76.00 SURCHARGED
13 Link-14 51.50 0 00:31 0.55 94.19 12.95 0.41 2.25 1.00 76.00 SURCHARGED
14 Link-15 63.82 0 00:22 0.38 166.41 20.32 0.29 2.00 1.00 76.00 SURCHARGED
15 Link-16 5.09 0 01:24 2.52 2.02 6.48 0.83 1.00 1.00 89.00 SURCHARGED
16 Link-17 122.89 0 00:12 96.68 1.27 10.19 0.06 3.67 0.92 0.00 > CAPACITY

Project Description
Model B.SPF
Rainfall Details
100 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.78 0.9000 0.91 0.82 0.64 7.67 0 00:05:00
2 Sub-02 0.66 0.9000 0.91 0.82 0.54 6.49 0 00:05:00
3 Sub-03 1.01 0.9000 0.91 0.82 0.83 9.93 0 00:05:00
4 Sub-04 0.90 0.9000 0.91 0.82 0.74 8.85 0 00:05:00
5 Sub-05 0.61 0.9000 0.91 0.82 0.50 6.00 0 00:05:00
6 Sub-06 1.20 0.9000 0.91 0.82 0.98 11.79 0 00:05:00
7 Sub-07 3.70 0.8200 0.91 0.75 2.76 33.13 0 00:05:00
8 Sub-08 1.50 0.9000 0.91 0.82 1.23 14.74 0 00:05:00
9 Sub-09 13.50 0.8200 1.52 1.25 16.82 100.90 0 00:10:00
10 Sub-10 8.70 0.7000 1.52 1.06 9.25 55.51 0 00:10:00
11 Sub-11 10.10 0.8200 1.52 1.25 12.58 75.49 0 00:10:00
12 Sub-14 8.50 0.7000 1.52 1.06 9.04 54.23 0 00:10:00
13 Sub-15 7.60 0.8200 0.91 0.75 5.67 68.05 0 00:05:00
14 Sub-16 9.20 0.7000 0.91 0.64 5.86 70.33 0 00:05:00
15 Sub-17 41.40 0.8200 2.05 1.68 69.59 278.37 0 00:15:00
16 Sub-18 3.80 0.7000 1.52 1.06 4.04 24.24 0 00:10:00
17 Sub-19 7.30 0.8200 0.91 0.75 5.45 65.37 0 00:05:00
18 Sub-20 0.58 0.9000 0.91 0.82 0.48 5.70 0 00:05:00

Pipe Results
Ratio
1 Link-01 4.03 0 00:02 1.48 2.73 5.30 1.15 1.00 1.00 172.00 SURCHARGED
2 Link-02 6.68 0 02:28 2.12 3.15 5.59 1.16 1.25 1.00 171.00 SURCHARGED
3 Link-03 7.79 0 02:26 3.21 2.42 4.41 3.34 1.50 1.00 159.00 SURCHARGED
4 Link-04 16.65 0 00:03 3.61 4.61 7.54 0.80 1.75 1.00 144.00 SURCHARGED
5 Link-05 20.59 0 01:54 7.65 2.69 8.56 0.68 1.75 1.00 118.00 SURCHARGED
6 Link-06 58.15 0 00:45 34.45 1.69 9.79 1.10 2.75 1.00 111.00 SURCHARGED
7 Link-07 71.16 0 00:33 14.95 4.76 10.07 0.49 3.00 1.00 117.00 SURCHARGED
8 Link-08 79.92 0 00:28 17.24 4.64 11.31 0.36 3.00 1.00 111.00 SURCHARGED
9 Link-09 127.58 0 00:03 38.72 3.30 10.67 1.20 4.00 1.00 64.00 SURCHARGED
10 Link-10 117.44 0 00:04 44.34 2.65 10.71 0.29 4.00 1.00 40.00 SURCHARGED
11 Link-11 142.92 0 00:14 52.01 2.75 11.37 1.67 4.00 1.00 21.00 SURCHARGED
12 Link-13 64.81 0 00:43 1.00 64.56 13.20 0.21 2.50 1.00 111.00 SURCHARGED
13 Link-14 65.24 0 00:35 0.55 119.33 16.41 0.33 2.25 1.00 111.00 SURCHARGED
14 Link-15 89.78 0 00:23 0.38 234.07 28.58 0.20 2.00 1.00 111.00 SURCHARGED
15 Link-16 5.24 0 02:11 2.52 2.08 6.68 0.81 1.00 1.00 143.00 SURCHARGED
16 Link-17 142.92 0 00:14 96.68 1.48 11.65 0.05 3.77 0.94 0.00 > CAPACITY

Project Description
Model C.SPF
Rainfall Details
2 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-03 0.95 0.9000 0.36 0.32 0.31 3.69 0 00:05:00
2 Sub-08 0.95 0.9000 0.36 0.32 0.31 3.69 0 00:05:00
3 Sub-11 11.10 0.7000 0.36 0.25 2.80 33.57 0 00:05:00
4 Sub-13 9.60 0.8200 0.82 0.67 6.45 25.82 0 00:15:00
5 Sub-14 5.20 0.8200 0.36 0.30 1.53 18.42 0 00:05:00
6 Sub-15 1.60 0.9000 0.61 0.55 0.87 5.23 0 00:10:00
7 Sub-16 3.50 0.9000 0.69 0.62 2.18 10.93 0 00:12:00

Pipe Input
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 1
2 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 1
3 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 1
4 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 1
5 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 1
6 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 1
7 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

Pipe Results
Ratio
1 Link-04 22.43 0 00:03 4.86 4.61 7.14 0.40 2.00 1.00 21.00 SURCHARGED
2 Link-05 20.87 0 00:02 10.65 1.96 7.98 0.94 2.00 1.00 21.00 SURCHARGED
3 Link-06 26.49 0 00:10 7.07 3.75 8.43 0.34 2.00 1.00 25.00 SURCHARGED
4 Link-08 2.15 0 00:04 0.04 50.51 2.74 4.27 1.00 1.00 16.00 SURCHARGED
5 Link-16 29.39 0 00:06 6.95 4.23 12.06 0.57 1.45 0.72 0.00 > CAPACITY
6 Link-19 20.81 0 00:07 3.41 6.10 13.77 0.02 1.20 0.80 0.00 > CAPACITY
7 Link-20 50.20 0 00:07 836.88 0.06 16.24 0.05 0.73 0.15 0.00 Calculated

Project Description
Model C.SPF
Rainfall Details
10 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-03 0.95 0.9000 0.54 0.49 0.46 5.54 0 00:05:00
2 Sub-08 0.95 0.9000 0.54 0.49 0.46 5.54 0 00:05:00
3 Sub-11 11.10 0.7000 0.54 0.38 4.20 50.35 0 00:05:00
4 Sub-13 9.60 0.8200 1.21 0.99 9.52 38.10 0 00:15:00
5 Sub-14 5.20 0.8200 0.54 0.44 2.30 27.63 0 00:05:00
6 Sub-15 1.60 0.9000 0.90 0.81 1.29 7.76 0 00:10:00
7 Sub-16 3.50 0.9000 1.03 0.92 3.23 16.18 0 00:12:00

Pipe Results
Ratio
1 Link-04 23.94 0 00:02 4.86 4.92 7.65 0.38 2.00 1.00 24.00 SURCHARGED
2 Link-05 25.72 0 00:02 10.65 2.41 8.68 0.87 2.00 1.00 24.00 SURCHARGED
3 Link-06 32.07 0 00:13 7.07 4.54 10.21 0.28 2.00 1.00 27.00 SURCHARGED
4 Link-08 2.56 0 00:23 0.04 60.26 3.28 3.56 1.00 1.00 20.00 SURCHARGED
5 Link-16 31.59 0 00:07 6.95 4.54 12.77 0.54 1.47 0.73 0.00 > CAPACITY
6 Link-19 21.18 0 00:08 3.41 6.21 13.77 0.02 1.22 0.81 0.00 > CAPACITY
7 Link-20 52.77 0 00:08 836.88 0.06 16.33 0.05 0.76 0.15 0.00 Calculated

Project Description
Model C.SPF
Rainfall Details
100 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-03 0.95 0.9000 0.91 0.82 0.78 9.34 0 00:05:00
2 Sub-08 0.95 0.9000 0.91 0.82 0.78 9.34 0 00:05:00
3 Sub-11 11.10 0.7000 0.91 0.64 7.07 84.85 0 00:05:00
4 Sub-13 9.60 0.8200 2.05 1.68 16.14 64.55 0 00:15:00
5 Sub-14 5.20 0.8200 0.91 0.75 3.88 46.56 0 00:05:00
6 Sub-15 1.60 0.9000 1.52 1.37 2.19 13.13 0 00:10:00
7 Sub-16 3.50 0.9000 1.74 1.56 5.47 27.38 0 00:12:00

Pipe Results
Ratio
1 Link-04 27.78 0 00:02 4.86 5.71 8.84 0.33 2.00 1.00 28.00 SURCHARGED
2 Link-05 29.41 0 00:16 10.65 2.76 9.36 0.80 2.00 1.00 28.00 SURCHARGED
3 Link-06 33.52 0 00:28 7.07 4.74 10.67 0.27 2.00 1.00 28.00 SURCHARGED
4 Link-08 2.72 0 00:30 0.04 64.06 3.82 3.06 1.00 1.00 27.00 SURCHARGED
5 Link-16 36.86 0 00:08 6.95 5.30 14.41 0.48 1.52 0.76 0.00 > CAPACITY
6 Link-19 21.93 0 00:08 3.41 6.43 13.78 0.02 1.27 0.85 0.00 > CAPACITY
7 Link-20 58.78 0 00:08 836.88 0.07 16.66 0.05 0.83 0.17 0.00 Calculated

Project Description
Model D.SPF
Rainfall Details
2 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.80 0.9000 0.36 0.32 0.26 3.11 0 00:05:00
2 Sub-02 4.00 0.9000 0.36 0.32 1.30 15.55 0 00:05:00

Pipe Input
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 1
2 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

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

Project Description
Model D.SPF
Rainfall Details
10 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.80 0.9000 0.54 0.49 0.39 4.67 0 00:05:00
2 Sub-02 4.00 0.9000 0.54 0.49 1.94 23.33 0 00:05:00

Pipe Results
Ratio
1 Link-01 3.18 0 00:02 1.59 2.00 4.22 2.79 1.00 1.00 1437.00 SURCHARGED
2 Link-02 7.87 0 00:08 1.59 4.96 10.02 0.14 1.00 1.00 1439.00 SURCHARGED

Project Description
Model D.SPF
Rainfall Details
100 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.80 0.9000 0.91 0.82 0.66 7.86 0 00:05:00
2 Sub-02 4.00 0.9000 0.91 0.82 3.28 39.31 0 00:05:00

Pipe Results
Ratio
1 Link-01 2.98 0 00:01 1.59 1.87 4.20 2.80 1.00 1.00 1437.00 SURCHARGED
2 Link-02 9.34 0 00:08 1.59 5.89 11.89 0.12 1.00 1.00 1439.00 SURCHARGED

Project Description
Model E.SPF
Rainfall Details
2 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.60 0.9000 0.36 0.32 0.19 2.33 0 00:05:00
2 Sub-02 0.53 0.9000 0.36 0.32 0.17 2.06 0 00:05:00
3 Sub-03 0.45 0.9000 0.36 0.32 0.15 1.75 0 00:05:00
4 Sub-04 32.90 0.7000 0.93 0.65 21.48 64.48 0 00:20:00
5 Sub-06 11.90 0.7000 0.36 0.25 3.00 35.99 0 00:05:00
6 Sub-07 5.10 0.8200 0.36 0.30 1.50 18.07 0 00:05:00
7 Sub-08 0.80 0.7000 0.36 0.25 0.20 2.42 0 00:05:00
8 Sub-09 1.90 0.7000 0.36 0.25 0.48 5.75 0 00:05:00

Pipe Input
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 1
2 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 1
3 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 1
4 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 1
5 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 1
6 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 1
7 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

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

Project Description
Model E.SPF
Rainfall Details
10 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.60 0.9000 0.54 0.49 0.29 3.50 0 00:05:00
2 Sub-02 0.53 0.9000 0.54 0.49 0.26 3.09 0 00:05:00
3 Sub-03 0.45 0.9000 0.54 0.49 0.22 2.62 0 00:05:00
4 Sub-04 32.90 0.7000 1.38 0.96 31.68 95.08 0 00:20:00
5 Sub-06 11.90 0.7000 0.54 0.38 4.50 53.98 0 00:05:00
6 Sub-07 5.10 0.8200 0.54 0.44 2.26 27.10 0 00:05:00
7 Sub-08 0.80 0.7000 0.54 0.38 0.30 3.63 0 00:05:00
8 Sub-09 1.90 0.7000 0.54 0.38 0.72 8.62 0 00:05:00

Pipe Results
Ratio
1 Link-01 5.09 0 01:13 3.23 1.58 4.24 3.23 1.25 1.00 1434.00 SURCHARGED
2 Link-02 15.16 0 00:03 5.26 2.88 9.43 0.43 1.50 1.00 1437.00 SURCHARGED
3 Link-03 20.26 0 00:35 5.64 3.59 6.45 1.75 2.00 1.00 1438.00 SURCHARGED
4 Link-04 43.49 0 00:35 14.72 2.96 13.89 0.05 2.00 1.00 1439.00 SURCHARGED
5 Link-05 37.27 0 00:24 11.61 3.21 11.86 0.49 2.00 1.00 1438.00 SURCHARGED
6 Link-06 29.06 0 00:25 4.29 6.77 9.25 1.25 2.00 1.00 1438.00 SURCHARGED
7 Link-07 23.23 0 00:35 8.58 2.71 7.40 0.80 2.00 1.00 1438.00 SURCHARGED

Project Description
Model E.SPF
Rainfall Details
100 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-01 0.60 0.9000 0.91 0.82 0.49 5.90 0 00:05:00
2 Sub-02 0.53 0.9000 0.91 0.82 0.43 5.21 0 00:05:00
3 Sub-03 0.45 0.9000 0.91 0.82 0.37 4.42 0 00:05:00
4 Sub-04 32.90 0.7000 2.33 1.63 53.73 161.20 0 00:20:00
5 Sub-06 11.90 0.7000 0.91 0.64 7.58 90.96 0 00:05:00
6 Sub-07 5.10 0.8200 0.91 0.75 3.80 45.67 0 00:05:00
7 Sub-08 0.80 0.7000 0.91 0.64 0.51 6.12 0 00:05:00
8 Sub-09 1.90 0.7000 0.91 0.64 1.21 14.52 0 00:05:00

Pipe Results
Ratio
1 Link-01 5.61 0 01:42 3.23 1.74 4.57 2.99 1.25 1.00 1435.00 SURCHARGED
2 Link-02 16.23 0 00:03 5.26 3.08 9.32 0.43 1.50 1.00 1437.00 SURCHARGED
3 Link-03 26.74 0 00:38 5.64 4.74 8.51 1.32 2.00 1.00 1438.00 SURCHARGED
4 Link-04 58.46 0 00:38 14.72 3.97 18.61 0.03 2.00 1.00 1439.00 SURCHARGED
5 Link-05 55.67 0 00:26 11.61 4.79 17.72 0.32 2.00 1.00 1438.00 SURCHARGED
6 Link-06 42.39 0 00:26 4.29 9.87 13.49 0.86 2.00 1.00 1438.00 SURCHARGED
7 Link-07 31.72 0 00:38 8.58 3.70 10.10 0.59 2.00 1.00 1439.00 SURCHARGED

Project Description
Model F.SPF
Rainfall Details
2 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-05 29.20 0.7000 0.82 0.57 16.76 67.04 0 00:15:00
2 Sub-06 4.60 0.7000 0.61 0.42 1.95 11.69 0 00:10:00
3 Sub-07 6.90 0.8200 0.36 0.30 2.04 24.44 0 00:05:00
4 Sub-12 9.30 0.8200 0.36 0.30 2.74 32.94 0 00:05:00

Pipe Input
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 1
2 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 1
3 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 1
4 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

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

Project Description
Model F.SPF
Rainfall Details
10 year(s)
File Name .............................................................................
Return Period........................................................................

Subbasin Summary
Coefficient Volume
1 Sub-05 29.20 0.7000 1.21 0.85 24.73 98.93 0 00:15:00
2 Sub-06 4.60 0.7000 0.90 0.63 2.89 17.36 0 00:10:00
3 Sub-07 6.90 0.8200 0.54 0.44 3.06 36.66 0 00:05:00
4 Sub-12 9.30 0.8200 0.54 0.44 4.12 49.42 0 00:05:00

Berwyn Wastewater Facility Plan 2014 (City and Depot District)

Berwyn Wastewater Facility Plan 2014 (City and Depot District)

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Berwyn Wastewater Facility Plan 2014 (City and Depot District)