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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 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 Page 2 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
i
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
Wastewater Facility Plan City of Berwyn, IL
ii
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
Wastewater Facility Plan 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.
Wastewater Facility Plan 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.
Wastewater Facility Plan City of Berwyn, IL
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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
Wastewater Facility Plan City of Berwyn, IL
4
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
Wastewater Facility Plan City of Berwyn, IL
5
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.
Wastewater Facility Plan 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.
´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.
30" 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
Wastewater Facility Plan City of Berwyn, IL
9
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
Wastewater Facility Plan City of Berwyn, IL
10
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
Wastewater Facility Plan City of Berwyn, IL
11
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
30" SEWER TRIBUTARY TO 5.0' BRICK SEWER.
CROSS-CONNECTED WITH MWRD INTERCEPTOR.
AREA = 6.8 ACRES
24" SEWER TRIBUTARY TO 5.0' BRICK SEWER.
CROSS-CONNECTED WITH MWRD INTERCEPTOR.
AREA = 27.5 ACRES
-s
NEW DROP MH TO MW~ ~ INTERCEPTOR
12'-0" x 13'-4" MWRD v WESTTOWNS
I~ INTERCEP_T_O_R _ ___,
DROP MH CROSS-CONNECT TO MWRD INTERCEPTOR (TYP)
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.-.--
DROP MH CROSS-CONNECT TO MWRD INTERCEPTOR (TYP)
FIGURE 4: NEW CONVEYANCE SEWER TO MWRD INTERCEPTOR CITY OF BERWYN
Wastewater Facility Plan City of Berwyn, IL
13
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:
Wastewater Facility Plan City of Berwyn, IL
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.
Wastewater Facility Plan City of Berwyn, IL
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
Project DescriptionModel A.SPF
Rainfall Details10 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 0.54 0.49 0.29 3.50 0 00:05:002 Sub-02 1.40 0.9000 0.54 0.49 0.68 8.17 0 00:05:003 Sub-03 0.65 0.9000 0.54 0.49 0.32 3.79 0 00:05:004 Sub-05 27.00 0.8200 1.21 0.99 26.78 107.16 0 00:15:005 Sub-06 32.90 0.7000 1.21 0.85 27.87 111.47 0 00:15:006 Sub-08 11.70 0.8200 0.90 0.74 8.62 51.72 0 00:10:007 Sub-09 13.30 0.8200 0.90 0.74 9.80 58.79 0 00:10:008 Sub-10 11.50 0.7000 0.90 0.63 7.23 43.39 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 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
Project DescriptionModel A.SPF
Rainfall Details100 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 0.91 0.82 0.49 5.90 0 00:05:002 Sub-02 1.40 0.9000 0.91 0.82 1.15 13.76 0 00:05:003 Sub-03 0.65 0.9000 0.91 0.82 0.53 6.39 0 00:05:004 Sub-05 27.00 0.8200 2.05 1.68 45.39 181.55 0 00:15:005 Sub-06 32.90 0.7000 2.05 1.44 47.21 188.85 0 00:15:006 Sub-08 11.70 0.8200 1.52 1.25 14.58 87.44 0 00:10:007 Sub-09 13.30 0.8200 1.52 1.25 16.57 99.40 0 00:10:008 Sub-10 11.50 0.7000 1.52 1.06 12.22 73.37 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 4.19 0 03:02 1.84 2.28 5.34 1.17 1.00 1.00 201.00 SURCHARGED2 Link-10 9.19 0 00:50 1.37 6.73 7.49 0.75 1.25 1.00 190.00 SURCHARGED3 Link-11 19.91 0 00:33 4.35 4.57 11.27 0.51 1.50 1.00 180.00 SURCHARGED4 Link-12 50.44 0 00:21 4.53 11.13 16.06 0.67 2.00 1.00 137.00 SURCHARGED5 Link-13 26.81 0 01:54 10.91 2.46 8.53 0.34 2.00 1.00 133.00 SURCHARGED6 Link-14 99.38 0 00:21 18.98 5.24 20.25 0.13 2.50 1.00 125.00 SURCHARGED7 Link-15 78.96 0 00:28 19.10 4.13 16.09 0.52 2.50 1.00 122.00 SURCHARGED8 Link-16 81.37 0 00:24 16.78 4.85 13.70 0.71 2.75 1.00 108.00 SURCHARGED9 Link-17 122.52 0 00:14 16.93 7.24 20.63 0.06 2.75 1.00 35.00 SURCHARGED
Project DescriptionModel B.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 0.78 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
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-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-05 351.60 602.25 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 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-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 18 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 19 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 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
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-01 3.05 0 00:05 1.48 2.06 3.88 1.58 1.00 1.00 51.00 SURCHARGED2 Link-02 5.46 0 00:05 2.12 2.57 4.68 1.39 1.25 1.00 54.00 SURCHARGED3 Link-03 3.66 0 00:05 3.21 1.14 2.08 7.07 1.50 1.00 55.00 SURCHARGED4 Link-04 15.75 0 00:05 3.61 4.36 7.52 0.80 1.75 1.00 56.00 SURCHARGED5 Link-05 16.40 0 00:04 7.65 2.15 6.82 0.86 1.75 1.00 57.00 SURCHARGED6 Link-06 46.42 0 00:03 34.45 1.35 8.07 1.34 2.75 1.00 56.00 SURCHARGED7 Link-07 47.84 0 00:04 14.95 3.20 6.77 0.74 3.00 1.00 58.00 SURCHARGED8 Link-08 53.04 0 00:04 17.24 3.08 7.50 0.55 3.00 1.00 54.00 SURCHARGED9 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 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
Project DescriptionModel B.SPF
Rainfall Details10 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 0.78 0.9000 0.54 0.49 0.38 4.55 0 00:05:002 Sub-02 0.66 0.9000 0.54 0.49 0.32 3.85 0 00:05:003 Sub-03 1.01 0.9000 0.54 0.49 0.49 5.89 0 00:05:004 Sub-04 0.90 0.9000 0.54 0.49 0.44 5.25 0 00:05:005 Sub-05 0.61 0.9000 0.54 0.49 0.30 3.56 0 00:05:006 Sub-06 1.20 0.9000 0.54 0.49 0.58 7.00 0 00:05:007 Sub-07 3.70 0.8200 0.54 0.44 1.64 19.66 0 00:05:008 Sub-08 1.50 0.9000 0.54 0.49 0.73 8.75 0 00:05:009 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 00:10:0011 Sub-11 10.10 0.8200 0.90 0.74 7.44 44.64 0 00:10:0012 Sub-14 8.50 0.7000 0.90 0.63 5.35 32.07 0 00:10:0013 Sub-15 7.60 0.8200 0.54 0.44 3.37 40.38 0 00:05:0014 Sub-16 9.20 0.7000 0.54 0.38 3.48 41.73 0 00:05:0015 Sub-17 41.40 0.8200 1.21 0.99 41.07 164.31 0 00:15:0016 Sub-18 3.80 0.7000 0.90 0.63 2.39 14.34 0 00:10:0017 Sub-19 7.30 0.8200 0.54 0.44 3.23 38.79 0 00:05:0018 Sub-20 0.58 0.9000 0.54 0.49 0.28 3.38 0 00:05:00
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-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-05 351.60 602.25 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 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-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 18 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 19 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 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
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-01 3.69 0 01:34 1.48 2.50 4.70 1.30 1.00 1.00 97.00 SURCHARGED2 Link-02 5.88 0 00:04 2.12 2.77 5.03 1.29 1.25 1.00 96.00 SURCHARGED3 Link-03 7.24 0 01:25 3.21 2.25 4.10 3.59 1.50 1.00 91.00 SURCHARGED4 Link-04 15.67 0 00:04 3.61 4.34 7.58 0.79 1.75 1.00 88.00 SURCHARGED5 Link-05 18.36 0 01:20 7.65 2.40 7.63 0.77 1.75 1.00 79.00 SURCHARGED6 Link-06 49.23 0 00:24 34.45 1.43 8.38 1.29 2.75 1.00 76.00 SURCHARGED7 Link-07 68.23 0 00:20 14.95 4.56 9.65 0.52 3.00 1.00 79.00 SURCHARGED8 Link-08 72.85 0 00:20 17.24 4.23 10.31 0.40 3.00 1.00 75.00 SURCHARGED9 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 SURCHARGED11 Link-11 130.50 0 00:06 52.01 2.51 10.91 1.74 4.00 1.00 12.00 SURCHARGED12 Link-13 52.22 0 00:02 1.00 52.02 10.75 0.26 2.50 1.00 76.00 SURCHARGED13 Link-14 51.50 0 00:31 0.55 94.19 12.95 0.41 2.25 1.00 76.00 SURCHARGED14 Link-15 63.82 0 00:22 0.38 166.41 20.32 0.29 2.00 1.00 76.00 SURCHARGED15 Link-16 5.09 0 01:24 2.52 2.02 6.48 0.83 1.00 1.00 89.00 SURCHARGED16 Link-17 122.89 0 00:12 96.68 1.27 10.19 0.06 3.67 0.92 0.00 > CAPACITY
Project DescriptionModel B.SPF
Rainfall Details100 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 0.78 0.9000 0.91 0.82 0.64 7.67 0 00:05:002 Sub-02 0.66 0.9000 0.91 0.82 0.54 6.49 0 00:05:003 Sub-03 1.01 0.9000 0.91 0.82 0.83 9.93 0 00:05:004 Sub-04 0.90 0.9000 0.91 0.82 0.74 8.85 0 00:05:005 Sub-05 0.61 0.9000 0.91 0.82 0.50 6.00 0 00:05:006 Sub-06 1.20 0.9000 0.91 0.82 0.98 11.79 0 00:05:007 Sub-07 3.70 0.8200 0.91 0.75 2.76 33.13 0 00:05:008 Sub-08 1.50 0.9000 0.91 0.82 1.23 14.74 0 00:05:009 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 00:10:0011 Sub-11 10.10 0.8200 1.52 1.25 12.58 75.49 0 00:10:0012 Sub-14 8.50 0.7000 1.52 1.06 9.04 54.23 0 00:10:0013 Sub-15 7.60 0.8200 0.91 0.75 5.67 68.05 0 00:05:0014 Sub-16 9.20 0.7000 0.91 0.64 5.86 70.33 0 00:05:0015 Sub-17 41.40 0.8200 2.05 1.68 69.59 278.37 0 00:15:0016 Sub-18 3.80 0.7000 1.52 1.06 4.04 24.24 0 00:10:0017 Sub-19 7.30 0.8200 0.91 0.75 5.45 65.37 0 00:05:0018 Sub-20 0.58 0.9000 0.91 0.82 0.48 5.70 0 00:05:00
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-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-05 351.60 602.25 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 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-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 18 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 19 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 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
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-01 4.03 0 00:02 1.48 2.73 5.30 1.15 1.00 1.00 172.00 SURCHARGED2 Link-02 6.68 0 02:28 2.12 3.15 5.59 1.16 1.25 1.00 171.00 SURCHARGED3 Link-03 7.79 0 02:26 3.21 2.42 4.41 3.34 1.50 1.00 159.00 SURCHARGED4 Link-04 16.65 0 00:03 3.61 4.61 7.54 0.80 1.75 1.00 144.00 SURCHARGED5 Link-05 20.59 0 01:54 7.65 2.69 8.56 0.68 1.75 1.00 118.00 SURCHARGED6 Link-06 58.15 0 00:45 34.45 1.69 9.79 1.10 2.75 1.00 111.00 SURCHARGED7 Link-07 71.16 0 00:33 14.95 4.76 10.07 0.49 3.00 1.00 117.00 SURCHARGED8 Link-08 79.92 0 00:28 17.24 4.64 11.31 0.36 3.00 1.00 111.00 SURCHARGED9 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 SURCHARGED11 Link-11 142.92 0 00:14 52.01 2.75 11.37 1.67 4.00 1.00 21.00 SURCHARGED12 Link-13 64.81 0 00:43 1.00 64.56 13.20 0.21 2.50 1.00 111.00 SURCHARGED13 Link-14 65.24 0 00:35 0.55 119.33 16.41 0.33 2.25 1.00 111.00 SURCHARGED14 Link-15 89.78 0 00:23 0.38 234.07 28.58 0.20 2.00 1.00 111.00 SURCHARGED15 Link-16 5.24 0 02:11 2.52 2.08 6.68 0.81 1.00 1.00 143.00 SURCHARGED16 Link-17 142.92 0 00:14 96.68 1.48 11.65 0.05 3.77 0.94 0.00 > CAPACITY
Project DescriptionModel C.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-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
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-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
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-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
Project DescriptionModel C.SPF
Rainfall Details10 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-03 0.95 0.9000 0.54 0.49 0.46 5.54 0 00:05:002 Sub-08 0.95 0.9000 0.54 0.49 0.46 5.54 0 00:05:003 Sub-11 11.10 0.7000 0.54 0.38 4.20 50.35 0 00:05:004 Sub-13 9.60 0.8200 1.21 0.99 9.52 38.10 0 00:15:005 Sub-14 5.20 0.8200 0.54 0.44 2.30 27.63 0 00:05:006 Sub-15 1.60 0.9000 0.90 0.81 1.29 7.76 0 00:10:007 Sub-16 3.50 0.9000 1.03 0.92 3.23 16.18 0 00:12:00
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-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
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-04 23.94 0 00:02 4.86 4.92 7.65 0.38 2.00 1.00 24.00 SURCHARGED2 Link-05 25.72 0 00:02 10.65 2.41 8.68 0.87 2.00 1.00 24.00 SURCHARGED3 Link-06 32.07 0 00:13 7.07 4.54 10.21 0.28 2.00 1.00 27.00 SURCHARGED4 Link-08 2.56 0 00:23 0.04 60.26 3.28 3.56 1.00 1.00 20.00 SURCHARGED5 Link-16 31.59 0 00:07 6.95 4.54 12.77 0.54 1.47 0.73 0.00 > CAPACITY6 Link-19 21.18 0 00:08 3.41 6.21 13.77 0.02 1.22 0.81 0.00 > CAPACITY7 Link-20 52.77 0 00:08 836.88 0.06 16.33 0.05 0.76 0.15 0.00 Calculated
Project DescriptionModel C.SPF
Rainfall Details100 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-03 0.95 0.9000 0.91 0.82 0.78 9.34 0 00:05:002 Sub-08 0.95 0.9000 0.91 0.82 0.78 9.34 0 00:05:003 Sub-11 11.10 0.7000 0.91 0.64 7.07 84.85 0 00:05:004 Sub-13 9.60 0.8200 2.05 1.68 16.14 64.55 0 00:15:005 Sub-14 5.20 0.8200 0.91 0.75 3.88 46.56 0 00:05:006 Sub-15 1.60 0.9000 1.52 1.37 2.19 13.13 0 00:10:007 Sub-16 3.50 0.9000 1.74 1.56 5.47 27.38 0 00:12:00
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-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
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-04 27.78 0 00:02 4.86 5.71 8.84 0.33 2.00 1.00 28.00 SURCHARGED2 Link-05 29.41 0 00:16 10.65 2.76 9.36 0.80 2.00 1.00 28.00 SURCHARGED3 Link-06 33.52 0 00:28 7.07 4.74 10.67 0.27 2.00 1.00 28.00 SURCHARGED4 Link-08 2.72 0 00:30 0.04 64.06 3.82 3.06 1.00 1.00 27.00 SURCHARGED5 Link-16 36.86 0 00:08 6.95 5.30 14.41 0.48 1.52 0.76 0.00 > CAPACITY6 Link-19 21.93 0 00:08 3.41 6.43 13.78 0.02 1.27 0.85 0.00 > CAPACITY7 Link-20 58.78 0 00:08 836.88 0.07 16.66 0.05 0.83 0.17 0.00 Calculated
Project DescriptionModel D.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 0.80 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
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-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
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-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
Project DescriptionModel D.SPF
Rainfall Details10 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 0.80 0.9000 0.54 0.49 0.39 4.67 0 00:05:002 Sub-02 4.00 0.9000 0.54 0.49 1.94 23.33 0 00:05:00
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-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
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-01 3.18 0 00:02 1.59 2.00 4.22 2.79 1.00 1.00 1437.00 SURCHARGED2 Link-02 7.87 0 00:08 1.59 4.96 10.02 0.14 1.00 1.00 1439.00 SURCHARGED
Project DescriptionModel D.SPF
Rainfall Details100 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 0.80 0.9000 0.91 0.82 0.66 7.86 0 00:05:002 Sub-02 4.00 0.9000 0.91 0.82 3.28 39.31 0 00:05:00
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-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
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-01 2.98 0 00:01 1.59 1.87 4.20 2.80 1.00 1.00 1437.00 SURCHARGED2 Link-02 9.34 0 00:08 1.59 5.89 11.89 0.12 1.00 1.00 1439.00 SURCHARGED
Project DescriptionModel E.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 0.53 0.9000 0.36 0.32 0.17 2.06 0 00:05:003 Sub-03 0.45 0.9000 0.36 0.32 0.15 1.75 0 00:05:004 Sub-04 32.90 0.7000 0.93 0.65 21.48 64.48 0 00:20:005 Sub-06 11.90 0.7000 0.36 0.25 3.00 35.99 0 00:05:006 Sub-07 5.10 0.8200 0.36 0.30 1.50 18.07 0 00:05:007 Sub-08 0.80 0.7000 0.36 0.25 0.20 2.42 0 00:05:008 Sub-09 1.90 0.7000 0.36 0.25 0.48 5.75 0 00:05:00
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-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
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-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
Project DescriptionModel E.SPF
Rainfall Details10 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 0.54 0.49 0.29 3.50 0 00:05:002 Sub-02 0.53 0.9000 0.54 0.49 0.26 3.09 0 00:05:003 Sub-03 0.45 0.9000 0.54 0.49 0.22 2.62 0 00:05:004 Sub-04 32.90 0.7000 1.38 0.96 31.68 95.08 0 00:20:005 Sub-06 11.90 0.7000 0.54 0.38 4.50 53.98 0 00:05:006 Sub-07 5.10 0.8200 0.54 0.44 2.26 27.10 0 00:05:007 Sub-08 0.80 0.7000 0.54 0.38 0.30 3.63 0 00:05:008 Sub-09 1.90 0.7000 0.54 0.38 0.72 8.62 0 00:05:00
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-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
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-01 5.09 0 01:13 3.23 1.58 4.24 3.23 1.25 1.00 1434.00 SURCHARGED2 Link-02 15.16 0 00:03 5.26 2.88 9.43 0.43 1.50 1.00 1437.00 SURCHARGED3 Link-03 20.26 0 00:35 5.64 3.59 6.45 1.75 2.00 1.00 1438.00 SURCHARGED4 Link-04 43.49 0 00:35 14.72 2.96 13.89 0.05 2.00 1.00 1439.00 SURCHARGED5 Link-05 37.27 0 00:24 11.61 3.21 11.86 0.49 2.00 1.00 1438.00 SURCHARGED6 Link-06 29.06 0 00:25 4.29 6.77 9.25 1.25 2.00 1.00 1438.00 SURCHARGED7 Link-07 23.23 0 00:35 8.58 2.71 7.40 0.80 2.00 1.00 1438.00 SURCHARGED
Project DescriptionModel E.SPF
Rainfall Details100 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 0.91 0.82 0.49 5.90 0 00:05:002 Sub-02 0.53 0.9000 0.91 0.82 0.43 5.21 0 00:05:003 Sub-03 0.45 0.9000 0.91 0.82 0.37 4.42 0 00:05:004 Sub-04 32.90 0.7000 2.33 1.63 53.73 161.20 0 00:20:005 Sub-06 11.90 0.7000 0.91 0.64 7.58 90.96 0 00:05:006 Sub-07 5.10 0.8200 0.91 0.75 3.80 45.67 0 00:05:007 Sub-08 0.80 0.7000 0.91 0.64 0.51 6.12 0 00:05:008 Sub-09 1.90 0.7000 0.91 0.64 1.21 14.52 0 00:05:00
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-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
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-01 5.61 0 01:42 3.23 1.74 4.57 2.99 1.25 1.00 1435.00 SURCHARGED2 Link-02 16.23 0 00:03 5.26 3.08 9.32 0.43 1.50 1.00 1437.00 SURCHARGED3 Link-03 26.74 0 00:38 5.64 4.74 8.51 1.32 2.00 1.00 1438.00 SURCHARGED4 Link-04 58.46 0 00:38 14.72 3.97 18.61 0.03 2.00 1.00 1439.00 SURCHARGED5 Link-05 55.67 0 00:26 11.61 4.79 17.72 0.32 2.00 1.00 1438.00 SURCHARGED6 Link-06 42.39 0 00:26 4.29 9.87 13.49 0.86 2.00 1.00 1438.00 SURCHARGED7 Link-07 31.72 0 00:38 8.58 3.70 10.10 0.59 2.00 1.00 1439.00 SURCHARGED
Project DescriptionModel F.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-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
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-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
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-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
Project DescriptionModel F.SPF
Rainfall Details10 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-05 29.20 0.7000 1.21 0.85 24.73 98.93 0 00:15:002 Sub-06 4.60 0.7000 0.90 0.63 2.89 17.36 0 00:10:003 Sub-07 6.90 0.8200 0.54 0.44 3.06 36.66 0 00:05:004 Sub-12 9.30 0.8200 0.54 0.44 4.12 49.42 0 00:05:00
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-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
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-01 44.44 0 00:22 5.41 8.22 20.37 0.11 1.67 1.00 55.00 SURCHARGED2 Link-15 49.54 0 00:06 1.64 30.29 15.77 0.02 2.00 1.00 44.00 SURCHARGED3 Link-17 37.78 0 00:29 0.36 105.90 12.02 0.56 2.00 1.00 32.00 SURCHARGED4 Link-18 61.08 0 00:08 68.07 0.90 21.05 0.02 1.74 0.87 0.00 Calculated
Project DescriptionModel F.SPF
Rainfall Details100 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-05 29.20 0.7000 2.05 1.44 41.90 167.61 0 00:15:002 Sub-06 4.60 0.7000 1.52 1.06 4.89 29.35 0 00:10:003 Sub-07 6.90 0.8200 0.91 0.75 5.15 61.79 0 00:05:004 Sub-12 9.30 0.8200 0.91 0.75 6.94 83.28 0 00:05:00
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-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
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-01 61.30 0 00:23 5.41 11.34 28.10 0.08 1.67 1.00 76.00 SURCHARGED2 Link-15 74.19 0 00:07 1.64 45.36 23.62 0.01 2.00 1.00 66.00 SURCHARGED3 Link-17 48.77 0 00:33 0.36 136.71 15.52 0.43 2.00 1.00 61.00 SURCHARGED4 Link-18 63.61 0 00:05 68.07 0.93 21.66 0.02 1.77 0.88 0.00 Calculated
Appendix D
Hydraulic Reports ‐ Proposed
Project DescriptionModel A_Proposed.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-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
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-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
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-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
Project DescriptionModel A_Proposed.SPF
Rainfall Details10 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-05 27.00 0.8200 1.21 0.99 26.78 107.16 0 00:15:002 Sub-06 32.90 0.7000 1.21 0.85 27.87 111.47 0 00:15:003 Sub-08 11.70 0.8200 0.90 0.74 8.62 51.72 0 00:10:004 Sub-09 13.30 0.8200 0.90 0.74 9.80 58.79 0 00:10:005 Sub-10 11.50 0.7000 0.90 0.63 7.23 43.39 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-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
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-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
Project DescriptionModel A_Proposed.SPF
Rainfall Details100 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-05 27.00 0.8200 2.05 1.68 45.39 181.55 0 00:15:002 Sub-06 32.90 0.7000 2.05 1.44 47.21 188.85 0 00:15:003 Sub-08 11.70 0.8200 1.52 1.25 14.58 87.44 0 00:10:004 Sub-09 13.30 0.8200 1.52 1.25 16.57 99.40 0 00:10:005 Sub-10 11.50 0.7000 1.52 1.06 12.22 73.37 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-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
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-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
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-08 1.50 0.9000 0.36 0.32 0.49 5.83 0 00:05:002 Sub-09 13.50 0.8200 0.61 0.50 6.70 40.19 0 00:10:003 Sub-10 8.70 0.7000 0.61 0.42 3.69 22.11 0 00:10:004 Sub-11 10.10 0.8200 0.61 0.50 5.01 30.07 0 00:10:005 Sub-19 7.30 0.8200 0.36 0.30 2.15 25.86 0 00:05:006 Sub-20 0.58 0.9000 0.36 0.32 0.19 2.26 0 00:05:007 Sub-21 1.40 0.9000 0.36 0.32 0.45 5.44 0 00:05:008 Sub-22 0.65 0.9000 0.36 0.32 0.21 2.53 0 00:05:009 Sub-23 0.60 0.9000 0.36 0.32 0.19 2.33 0 00:05:00
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-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 12 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 13 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 14 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 15 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 16 Link-19 375.44 605.90 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 17 Link-20 335.73 604.90 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 18 Link-21 343.34 604.75 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 19 Link-22 338.90 604.16 0.00 603.25 0.00 0.91 0.2700 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
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
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-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
Project DescriptionModel B_Proposed.SPF
Rainfall Details10 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-08 1.50 0.9000 0.54 0.49 0.73 8.75 0 00:05:002 Sub-09 13.50 0.8200 0.90 0.74 9.95 59.67 0 00:10:003 Sub-10 8.70 0.7000 0.90 0.63 5.47 32.83 0 00:10:004 Sub-11 10.10 0.8200 0.90 0.74 7.44 44.64 0 00:10:005 Sub-19 7.30 0.8200 0.54 0.44 3.23 38.79 0 00:05:006 Sub-20 0.58 0.9000 0.54 0.49 0.28 3.38 0 00:05:007 Sub-21 1.40 0.9000 0.54 0.49 0.68 8.17 0 00:05:008 Sub-22 0.65 0.9000 0.54 0.49 0.32 3.79 0 00:05:009 Sub-23 0.60 0.9000 0.54 0.49 0.29 3.50 0 00:05:00
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-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 12 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 13 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 14 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 15 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 16 Link-19 375.44 605.90 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 17 Link-20 335.73 604.90 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 18 Link-21 343.34 604.75 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 19 Link-22 338.90 604.16 0.00 603.25 0.00 0.91 0.2700 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
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
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-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
Project DescriptionModel B_Proposed.SPF
Rainfall Details100 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-08 1.50 0.9000 0.91 0.82 1.23 14.74 0 00:05:002 Sub-09 13.50 0.8200 1.52 1.25 16.82 100.90 0 00:10:003 Sub-10 8.70 0.7000 1.52 1.06 9.25 55.51 0 00:10:004 Sub-11 10.10 0.8200 1.52 1.25 12.58 75.49 0 00:10:005 Sub-19 7.30 0.8200 0.91 0.75 5.45 65.37 0 00:05:006 Sub-20 0.58 0.9000 0.91 0.82 0.48 5.70 0 00:05:007 Sub-21 1.40 0.9000 0.91 0.82 1.15 13.76 0 00:05:008 Sub-22 0.65 0.9000 0.91 0.82 0.53 6.39 0 00:05:009 Sub-23 0.60 0.9000 0.91 0.82 0.49 5.90 0 00:05:00
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-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 12 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 13 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 14 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 15 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 16 Link-19 375.44 605.90 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 17 Link-20 335.73 604.90 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 18 Link-21 343.34 604.75 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 19 Link-22 338.90 604.16 0.00 603.25 0.00 0.91 0.2700 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
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
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-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
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-11 11.10 0.7000 0.36 0.25 2.80 33.57 0 00:05:002 Sub-13 9.60 0.8200 0.82 0.67 6.45 25.82 0 00:15:003 Sub-14 5.20 0.8200 0.36 0.30 1.53 18.42 0 00:05:004 Sub-15 1.60 0.9000 0.61 0.55 0.87 5.23 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-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
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-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
Project DescriptionModel C_Proposed.SPF
Rainfall Details10 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-11 11.10 0.7000 0.54 0.38 4.20 50.35 0 00:05:002 Sub-13 9.60 0.8200 1.21 0.99 9.52 38.10 0 00:15:003 Sub-14 5.20 0.8200 0.54 0.44 2.30 27.63 0 00:05:004 Sub-15 1.60 0.9000 0.90 0.81 1.29 7.76 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-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
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-05 25.43 0 00:02 10.65 2.39 8.53 0.88 2.00 1.00 23.00 SURCHARGED2 Link-06 32.11 0 00:13 7.07 4.54 10.22 0.28 2.00 1.00 26.00 SURCHARGED3 Link-16 31.62 0 00:07 6.95 4.55 12.78 0.54 1.47 0.73 0.00 > CAPACITY4 Link-19 21.18 0 00:08 3.41 6.21 13.77 0.02 1.22 0.81 0.00 > CAPACITY5 Link-20 52.80 0 00:08 836.88 0.06 16.33 0.05 0.76 0.15 0.00 Calculated
Project DescriptionModel C_Proposed.SPF
Rainfall Details100 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-11 11.10 0.7000 0.91 0.64 7.07 84.85 0 00:05:002 Sub-13 9.60 0.8200 2.05 1.68 16.14 64.55 0 00:15:003 Sub-14 5.20 0.8200 0.91 0.75 3.88 46.56 0 00:05:004 Sub-15 1.60 0.9000 1.52 1.37 2.19 13.13 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-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
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-05 29.42 0 00:16 10.65 2.76 9.36 0.80 2.00 1.00 27.00 SURCHARGED2 Link-06 33.52 0 00:28 7.07 4.74 10.67 0.27 2.00 1.00 28.00 SURCHARGED3 Link-16 36.87 0 00:08 6.95 5.30 14.42 0.48 1.52 0.76 0.00 > CAPACITY4 Link-19 21.93 0 00:08 3.41 6.43 13.78 0.02 1.27 0.85 0.00 > CAPACITY5 Link-20 58.79 0 00:08 836.88 0.07 16.66 0.05 0.83 0.17 0.00 Calculated
Project DescriptionModel F_Proposed.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-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 6.70 0.8200 0.36 0.30 1.98 23.73 0 00:05:00
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-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
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-01 35.02 0 00:21 5.41 6.48 16.05 0.14 1.67 1.00 42.00 SURCHARGED2 Link-15 38.42 0 00:06 1.64 23.49 12.23 0.03 2.00 1.00 7.00 SURCHARGED3 Link-17 31.68 0 00:27 0.36 88.81 10.18 0.66 2.00 1.00 6.00 SURCHARGED4 Link-18 52.91 0 00:06 68.07 0.78 18.96 0.02 1.66 0.83 0.00 Calculated
Project DescriptionModel F_Proposed.SPF
Rainfall Details10 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-05 29.20 0.7000 1.21 0.85 24.73 98.93 0 00:15:002 Sub-06 4.60 0.7000 0.90 0.63 2.89 17.36 0 00:10:003 Sub-07 6.90 0.8200 0.54 0.44 3.06 36.66 0 00:05:004 Sub-12 6.70 0.8200 0.54 0.44 2.97 35.60 0 00:05:00
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-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
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-01 44.56 0 00:22 5.41 8.24 20.43 0.11 1.67 1.00 54.00 SURCHARGED2 Link-15 45.02 0 00:06 1.64 27.53 14.33 0.02 2.00 1.00 42.00 SURCHARGED3 Link-17 37.48 0 00:30 0.36 105.05 11.93 0.56 2.00 1.00 29.00 SURCHARGED4 Link-18 58.17 0 00:07 68.07 0.85 20.32 0.02 1.71 0.86 0.00 Calculated
Project DescriptionModel F_Proposed.SPF
Rainfall Details100 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-05 29.20 0.7000 2.05 1.44 41.90 167.61 0 00:15:002 Sub-06 4.60 0.7000 1.52 1.06 4.89 29.35 0 00:10:003 Sub-07 6.90 0.8200 0.91 0.75 5.15 61.79 0 00:05:004 Sub-12 6.70 0.8200 0.91 0.75 5.00 59.99 0 00:05:00
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-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
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-01 61.37 0 00:23 5.41 11.35 28.13 0.08 1.67 1.00 76.00 SURCHARGED2 Link-15 64.64 0 00:07 1.64 39.52 20.57 0.02 2.00 1.00 66.00 SURCHARGED3 Link-17 48.64 0 00:33 0.36 136.34 15.48 0.43 2.00 1.00 61.00 SURCHARGED4 Link-18 63.61 0 00:06 68.07 0.93 21.66 0.02 1.77 0.88 0.00 Calculated
Project DescriptionModel Y.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 2.25 0.9000 0.36 0.32 0.73 8.75 0 00:05:002 Sub-02 2.25 0.9000 0.36 0.32 0.73 8.75 0 00:05:00
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 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
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 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
Project DescriptionModel Y.SPF
Rainfall Details10 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 2.25 0.9000 0.54 0.49 1.09 13.12 0 00:05:002 Sub-02 2.25 0.9000 0.54 0.49 1.09 13.12 0 00:05:00
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 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
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 PRY-1 3.03 0 00:02 3.03 1.00 10.34 0.56 1.00 1.00 20.00 SURCHARGED2 PRY-2 4.27 0 00:02 4.27 1.00 8.86 0.65 1.25 1.00 30.00 SURCHARGED3 PRY-3 4.75 0 00:32 8.52 0.56 4.83 1.19 0.88 0.50 0.00 Calculated
Project DescriptionModel Y.SPF
Rainfall Details100 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 2.25 0.9000 0.91 0.82 1.84 22.11 0 00:05:002 Sub-02 2.25 0.9000 0.91 0.82 1.84 22.11 0 00:05:00
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 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
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 PRY-1 3.03 0 00:01 3.03 1.00 10.34 0.56 1.00 1.00 35.00 SURCHARGED2 PRY-2 4.27 0 00:01 4.27 1.00 9.10 0.63 1.25 1.00 51.00 SURCHARGED3 PRY-3 4.75 0 00:53 8.52 0.56 4.84 1.19 0.88 0.50 0.00 Calculated
Project DescriptionModel Z.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 0.78 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-14 8.50 0.7000 0.61 0.42 3.60 21.60 0 00:10:009 Sub-15 7.60 0.8200 0.36 0.30 2.24 26.92 0 00:05:00
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
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-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
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-01 3.08 0 00:05 1.48 2.08 3.92 1.56 1.00 1.00 13.00 SURCHARGED2 Link-02 5.43 0 00:05 2.12 2.56 4.68 1.39 1.25 1.00 41.00 SURCHARGED3 Link-03 5.34 0 00:07 3.21 1.66 3.02 4.87 1.50 1.00 45.00 SURCHARGED4 Link-04 9.76 0 00:05 3.61 2.70 4.84 1.25 1.75 1.00 49.00 SURCHARGED5 Link-05 17.53 0 00:04 3.66 4.79 7.77 0.75 1.75 1.00 49.00 SURCHARGED6 Link-06 46.62 0 00:03 34.45 1.35 7.96 1.36 2.75 1.00 49.00 SURCHARGED7 Link-13 48.20 0 00:03 1.00 48.02 9.86 0.28 2.50 1.00 49.00 SURCHARGED8 Link-14 44.62 0 00:29 0.55 81.61 11.22 0.48 2.25 1.00 50.00 SURCHARGED9 Link-15 51.91 0 00:22 0.38 135.34 16.52 0.35 2.00 1.00 50.00 SURCHARGED
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
Project DescriptionModel Z.SPF
Rainfall Details10 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 0.78 0.9000 0.54 0.49 0.38 4.55 0 00:05:002 Sub-02 0.66 0.9000 0.54 0.49 0.32 3.85 0 00:05:003 Sub-03 1.01 0.9000 0.54 0.49 0.49 5.89 0 00:05:004 Sub-04 0.90 0.9000 0.54 0.49 0.44 5.25 0 00:05:005 Sub-05 0.61 0.9000 0.54 0.49 0.30 3.56 0 00:05:006 Sub-06 1.20 0.9000 0.54 0.49 0.58 7.00 0 00:05:007 Sub-07 3.70 0.8200 0.54 0.44 1.64 19.66 0 00:05:008 Sub-14 8.50 0.7000 0.90 0.63 5.35 32.07 0 00:10:009 Sub-15 7.60 0.8200 0.54 0.44 3.37 40.38 0 00:05:00
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
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-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
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-01 3.30 0 00:03 1.48 2.23 4.20 1.46 1.00 1.00 48.00 SURCHARGED2 Link-02 6.08 0 00:04 2.12 2.86 5.04 1.29 1.25 1.00 57.00 SURCHARGED3 Link-03 5.44 0 00:09 3.21 1.69 3.08 4.78 1.50 1.00 60.00 SURCHARGED4 Link-04 10.85 0 00:06 3.61 3.01 4.96 1.21 1.75 1.00 64.00 SURCHARGED5 Link-05 18.45 0 00:03 3.66 5.04 8.17 0.72 1.75 1.00 64.00 SURCHARGED6 Link-06 48.19 0 00:12 34.45 1.40 8.20 1.32 2.75 1.00 64.00 SURCHARGED7 Link-13 53.39 0 00:35 1.00 53.18 10.88 0.26 2.50 1.00 64.00 SURCHARGED8 Link-14 54.93 0 00:30 0.55 100.47 13.82 0.39 2.25 1.00 65.00 SURCHARGED9 Link-15 65.49 0 00:22 0.38 170.76 20.85 0.28 2.00 1.00 65.00 SURCHARGED
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
Project DescriptionModel Z.SPF
Rainfall Details100 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 0.78 0.9000 0.91 0.82 0.64 7.67 0 00:05:002 Sub-02 0.66 0.9000 0.91 0.82 0.54 6.49 0 00:05:003 Sub-03 1.01 0.9000 0.91 0.82 0.83 9.93 0 00:05:004 Sub-04 0.90 0.9000 0.91 0.82 0.74 8.85 0 00:05:005 Sub-05 0.61 0.9000 0.91 0.82 0.50 6.00 0 00:05:006 Sub-06 1.20 0.9000 0.91 0.82 0.98 11.79 0 00:05:007 Sub-07 3.70 0.8200 0.91 0.75 2.76 33.13 0 00:05:008 Sub-14 8.50 0.7000 1.52 1.06 9.04 54.23 0 00:10:009 Sub-15 7.60 0.8200 0.91 0.75 5.67 68.05 0 00:05:00
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
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-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
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-01 4.03 0 00:02 1.48 2.73 5.31 1.15 1.00 1.00 77.00 SURCHARGED2 Link-02 6.67 0 00:03 2.12 3.14 5.54 1.17 1.25 1.00 84.00 SURCHARGED3 Link-03 6.12 0 00:03 3.21 1.90 3.46 4.25 1.50 1.00 87.00 SURCHARGED4 Link-04 11.16 0 00:03 3.61 3.09 5.11 1.18 1.75 1.00 91.00 SURCHARGED5 Link-05 22.36 0 00:13 3.66 6.11 9.30 0.63 1.75 1.00 91.00 SURCHARGED6 Link-06 55.16 0 00:13 34.45 1.60 9.29 1.16 2.75 1.00 91.00 SURCHARGED7 Link-13 69.01 0 00:38 1.00 68.75 14.06 0.20 2.50 1.00 91.00 SURCHARGED8 Link-14 70.34 0 00:34 0.55 128.64 17.69 0.30 2.25 1.00 92.00 SURCHARGED9 Link-15 90.97 0 00:23 0.38 237.18 28.96 0.20 2.00 1.00 92.00 SURCHARGED
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.
3146 Oak Park Ave. 3156 Oak Park Ave.
3249 Oak Park Ave.
3301 Oak Park Ave. 3147 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.
6515 Stanley Ave. 6525 Stanley Ave.
6545 Stanley Ave. 6639 Stanley Ave. 6725 Stanley Ave.
6837 Stanley Ave.
6837 Stanley Ave. 6915 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.
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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