HomeMy WebLinkAboutResolution 2025-34048RESOLUTION NO. 2025-34048
A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY OF
MIAMI BEACH, FLORIDA, ACCEPTING THE RECOMMENDATION OF THE
FINANCE AND ECONOMIC RESILIENCY COMMITTEE ("FERC") AT ITS
SEPTEMBER 26, 2025 MEETING, DIRECTING THE ADMINISTRATION TO
NEGOTIATE AN AGREEMENT WITH THE SUNSET HARBOUR SOUTH
CONDOMINIUM ASSOCIATION, INC. TO TRANSFER RESPONSIBILITY FOR
THE OPERATION, MAINTENANCE, REPAIR, UPGRADE, RENEWAL AND
REPLACEMENT OF THE SANITARY SEWER PUMP STATION SERVING
SUNSET HARBOUR SOUTH CONDOMINIUM (THE "SHSC"), SUNSET
HARBOUR NORTH CONDOMINIUM, THE TOWNHOMES AT SUNSET
HARBOUR CONDOMINIUM, AND SUNSET HARBOUR YACHT CLUB
(COLLECTIVELY, THE "SUNSET HARBOUR PROPERTIES") TO THE CITY,
WITH UPGRADES AND ANNUAL CONTRIBUTION FOR OPERATION AND
MAINTENANCE COSTS TO BE COVERED BY THE SHSC; AND FOLLOWING
SUCCESSFUL NEGOTIATIONS, AUTHORIZING THE CITY MANAGER TO
ACCEPT A PERPETUAL, NON -REVOCABLE EASEMENT FOR ACCESS AND
USE OF THE PROPERTY OWNED BY SHSC, LOCATED AT 1800 SUNSET
HARBOUR DRIVE, IN CONNECTION WITH THE CITY'S PUMP STATION
OBLIGATIONS; AND FURTHER AUTHORIZING THE CITY MANAGER TO
EXECUTE ANY REQUIRED DOCUMENTS OR AGREEMENTS IN
CONNECTION WITH THIS TRANSACTION,
WHEREAS, On April 3, 2024, at the request of Commissioner David Suarez, the City
Commission approved a referral to FERC, Item C4L, to discuss the possibility of having the City
assume control and management of the sanitary sewer pump station ("Sunset Harbour Pump
Station') located on the Sunset Harbour South Condominium property, at 1800 Sunset Harbour
Drive, which serves the Sunset Harbour South Condominium ('SHSC'), Sunset Harbour North
Condominium, The Townhomes at Sunset Harbour Condominium, and Sunset Harbour Yacht
Club (collectively, the "Sunset Harbour Properties'); and
WHEREAS, the developer(s) of the Sunset Harbour Properties installed a private sanitary
sewer pump station rather than provide the required upgrades to the public infrastructure in order
to service these four (4) properties; and
WHEREAS, the Sunset Harbour Pump Station, which provides critical sanitary sewerage
infrastructure, is presently privately owned, operated, and maintained by the SHSC on behalf of
the Sunset Harbour Properties; however, due to recurring issues surrounding the operation and
lack of maintenance of the Sunset Harbour Pump Station, the SHSC requested that the City take
over the operation, maintenance, repair, upgrade, renewal and replacement responsibilities of the
Sunset Harbour Properties ("City Pump Station Responsibilities") in exchange for financial
compensation to the City, which compensation is being negotiated by the parties; and
WHEREAS, sponsoring Commissioner Suarez, as part of the discussion, requested that
City staff provide an assessment, recommendations, concerns, and the financial impact to the
City for potentially taking on this initiative; and
WHEREAS, the Public Works Department completed its initial assessment and presented
its results at the June 28, 2024, FERC meeting; and
WHEREAS, at the June 28, 2024, FERC meeting, a motion was made to continue the
discussion to the next meeting and to have the Administration conduct a search of documents
pertaining to development orders and/or any other relevant documentation related to the Sunset
Harbour Pump Station and bring it back for discussion; and
WHEREAS, on September 20, 2024, FERC members were presented with a signed and
sealed set of as -built plans on record, dated 08121/95, which showed two buildings (The Sunset
Harbour North Tower and Sunset Harbour South Tower), located on Purdy Avenue as being
connected; two additional buildings (Proposed Townhouse 1 and Proposed Townhouse 2),
located on 20th Street, were proposed to be connected at a future date; the additional two
Townhouse developments, once built, would have required that additional plans be submitted for
review and approval by the City and Miami -Dade County Department of Environmental Resource
Management (`DERM°) to ensure that the station had adequate capacity; and
WHEREAS, during the September 20, 2024 FERC meeting, the SHSC representatives
continued voicing their concerns about feared consequences from not having the City take over
the Sunset Harbour Pump Station, including public and environmental issues should the pump
station overflow into Biscayne Bay; and
WHEREAS, the City's Public Works Department advised that by accepting management
responsibilities of the pump station, the City would be taking over the financial responsibility of
having to hire a consultant to run an analysis of the pump station, to ensure that the design for
the system is sound and that the pumps currently in place are at the required operating point that
was intended for the system and that the City could be creating a precedent for future requests
to take over other existing private pump stations; and
WHEREAS, FERC members agreed that while this would be creating a precedent, this
was a singular case where an entire neighborhood of over 2,000 residents from four different
properties were impacted, and during discussions, FERC requested that the SHSC provide the
City with financial documentation and all associated costs for operating the pump station; and
WHEREAS, the discussion concluded with a motion from FERC members to move the
item to the City Commission, with a favorable recommendation to: (1) engage a third -party
consultant to run an analysis of The Properties' Pump Station to determine any required capital
improvements scope and associated cost, and (2) work with the City Attorney to negotiate the
transfer of Sunset Harbour Pump Station to the City's control, with a cost sharing by the parties
after the City has engaged with the consultant to determine the costs; and
WHEREAS, on October 30, 2024, the City Commission approved the FERC
recommendation at its September 20, 2024 meeting via Resolution No. 2024-33320; and
WHEREAS, on December 2, 2024, the City's consultant Hazen and Sawyer ("Hazen")
conducted a hydraulic analysis of the Sunset Harbour Pump Station at the cost of $40,000; and
WHEREAS, the consultant's report outlines several proposed improvements necessary to
bring The Properties' Pump Station up to the City's Code, as defined by the City's Public Works
Manual and also outlined requirements for acceptance as a public utility, in compliance with the
Miami -Dade County Department of Regulatory and Economic Resources (°RER°) and DERM's
Sewer Checklist; and
WHEREAS, these proposed improvements included enhancements to site accessibility,
structural integrity, mechanical systems, electrical systems, and instrumentation; and
WHEREAS, in material part, the following outstanding issues were brought to the attention
of the Administration and need to be verified before the City can accept the Sunset Harbour Pump
Station:
1. Alternating Pump Operation: Verify with the Association's Engineer of Record ("EOR") that
the existing control panel can facilitate alternating pump operation; any proposed
upgrades must be permitted by DERM;
2. Explosion -Proof Certification: Confirm with the pump manufacturer that the proposed
pumps are rated Explosion Proof Class 1, Group D, Division 1;
3. Surge and Lightning Protection: Ensure the FOR confirms that the proposed panel and
pump upgrades include adequate lightning and surge protection;
4. Proximity to Biscayne Bay and Collins Canal: Determine if the pump station is compliant
with all RER requirements; and
5. Contamination Concerns: Assess if the RER requires special provisions for excavation
due to nearby contamination sites, such as Maurice Gibb Park, which is designated as a
brownfield; the presence of asbestos pipes also needs verification; and
WHEREAS, the hydraulic analysis indicates that the station's discharge will not adversely
impact the City's existing infrastructure and that it will have adequate capacity, contingent upon
the installation of the proposed 25 HP pumps, with the installation requiring permitting by RER;
and
WHEREAS, the required pump station upgrades proposed include various structural,
mechanical, electrical, and instrumentation, as more particularly described in the City Commission
Memorandum accompanying this Resolution; and
WHEREAS, The SHSC operates an internal gravity collection system that serves its
residential buildings and Yacht Club, discharging into the pump station's wet well; however, the
City does not maintain any gravity systems located within private property and this component
would be excluded from the City Pump Station Responsibilities; and
WHEREAS, the SHSC is currently under contract with Lift Stations "R" Us for a monthly
preventative maintenance service fee of $125 and $4 administrative fees, for an estimated yearly
total cost of $1,548; however, these costs are representative of private systems and not public
systems that require further monitoring, inspection, and reporting, estimated at $7,500 per month;
and
WHEREAS, on September 26, 2025, the Public Works staff presented FERC members
with both short-term and long-term cost estimates for taking over the operations and maintenance
of The Sunset Harbour Pump Station and the Sunset Harbour Properties' legal counsel
highlighted a prior agreement by the SHSC, which stipulated that they would be responsible for
updating the pump station and pay an annual contribution to the City of $30,000 for its
maintenance, over the first three (3) years; and
WHEREAS, the FERC members made a motion to move the item to the City Commission
with a favorable recommendation, directing the Administration to negotiate an agreement with the
SHSC to shift responsibility for operating, maintaining, upgrading, renewing, and replacing the
sewer pump station, with upgrades to be covered by the SHSC, and the annual contribution for
operation and maintenance to be determined; and
WHEREAS, SHSC is still in the process of upgrading the Sunset Harbour Pump Station
up to the code required for a private pump station ("Private Pump Station Work"), which structural
requirements are less stringent than would be required of a public pump station; and
WHEREAS, in order for the City to perform the proposed City Pump Station Responsibility,
SHSC will need to grant the City a non -revocable perpetual easement ("EasemenP) for access
and use of an easement area ("Easement Area") on over, and under the portion of SHSC's
property, where the Sunset Harbour Pump Station is located and over surrounding areas of
SHSC's property in order to access the Easement Area and park service vehicles in close
proximity to the Easement Area; and transfer of title to the City of the associated piping so that
the City's Public Works Department may operate and maintain the assets; and
WHEREAS, in connection with a proposed transfer to the City of responsibility for the
operation of the Sunset Harbour Pump Station, SHSC shall be required to: (1) secure any and
all releases for any existing environmental violations; (2) complete the work and secure the
Certificate of Completion for the Private Pump Station Work; (3) secure any required regulatory
approvals for the transfer; (4) reimburse the City for the survey to establish the easement area
and any other expenses relating to the transaction; and (5) provide the City with Owner's Title
Insurance Policy for the Easement; and
WHEREAS, there are numerous private pump stations throughout the City, including one
located at the New World Symphony, the Loews and Fontainebleau hotels, as well as other
locations; however, said locations only maintain their own property, not additional surrounding
properties, as is the case with the Sunset Harbour Properties; and
WHEREAS, the estimated cost for bringing the pump station up to standard for a public
sanitary sewer pump station, including design, construction, legal costs, permitting, operation,
and maintenance, would still need to be estimated more closely by a third -party consultant; and
WHEREAS, the City Administration advises against the City assuming responsibility for
the Sunset Harbour Pump Station due to the significant short- and long-term financial impacts on
the Water and Sewer Enterprise Fund; however, should the City Commission decide to assume
responsibility for the Sunset Harbour Pump Station, the Administration recommends that the
SHSC be fully accountable for all fees associated with the necessary repairs highlighted in the
Hazen report to bring the pump station into regulatory compliance as a public pump station,
estimated by the City Administration to cost $400,000, plus a contribution towards the pump
station's O&M yearly fee; and
WHEREAS, should the City Commission choose to accept the FERC recommendation,
funding would need to be appropriated in the FY 2027 budget process, with full consideration of
its long-term impact, estimated at $1.5 Million, on the Water and Sewer Enterprise Fund.
NOW, THEREFORE, BE IT DULY RESOLVED BY THE MAYOR AND CITY
COMMISSION OF THE CITY OF MIAMI BEACH, FLORIDA, that the Mayor and City Commission
hereby, accept the recommendation of the Finance and Economic Resiliency Committee
("FERC") at its September 26, 2025 meeting, directing the Administration to negotiate an
Agreement with the Sunset Harbour South Condominium Association, Inc. to transfer
responsibility for the operation, maintenance, repair, upgrade, renewal and replacement of the
sanitary sewer pump station serving Sunset Harbour South Condominium(the "SHSC"), Sunset
Harbour North Condominium, The Townhomes at Sunset Harbour Condominium, and Sunset
Harbour Yacht Club (collectively, the "Sunset Harbour Properties") to the City, with upgrades and
annual contribution for operation and maintenance costs to be covered by the SHSC; and
following successful negotiations, authorizing the City Manager to accept a perpetual, non -
revocable Easement for access and use of the property owned by SHSC, located at 1800 Sunset
Harbour Drive, in connection with the City's pump station obligations; and further authorize the
City Manager to execute any required documents or agreements in connection with this
transaction.
PASSED and ADOPTED THIS 17 day of Qou�ty 2025.
ATTEST: %
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Steven Meiner, Mayor
DEC 2 2 2025
Rafael E. Granado, City Clerk •i eGq,,,,
5
'.IY.CORP�ORfiEO," 5
Sponsored by Commissioner David Suarez
APPROVED AS TO
FORM & LANGUAGE
&EOR EXECUTION
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Resolutions - R7 Q
MIAMI BEACH
COMMISSION MEMORANDUM
TO: Honorable Mayor and Members of the City Commission
FROM: Eric Carpenter, City Manager
DATE: December 17. 2025
TITLE: A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY OF
MIAMI BEACH, FLORIDA, ACCEPTING THE RECOMMENDATION OF THE
FINANCE AND ECONOMIC RESILIENCY COMMITTEE ("FERC") AT ITS
SEPTEMBER 26, 2025 MEETING, DIRECTING THE ADMINISTRATION TO
NEGOTIATE AN AGREEMENT WITH THE SUNSET HARBOUR SOUTH
CONDOMINIUM ASSOCIATION, INC. TO TRANSFER RESPONSIBILITY FOR THE
OPERATION, MAINTENANCE, REPAIR, UPGRADE, RENEWAL AND
REPLACEMENT OF THE SANITARY SEWER PUMP STATION SERVING SUNSET
HARBOUR SOUTH CONDOMINIUM (THE "SHSC"), SUNSET HARBOUR NORTH
CONDOMINIUM, THE TOWNHOMES AT SUNSET HARBOUR CONDOMINIUM,
AND SUNSET HARBOUR YACHT CLUB (COLLECTIVELY, THE "SUNSET
HARBOUR PROPERTIES") TO THE CITY, WITH UPGRADES AND ANNUAL
CONTRIBUTION FOR OPERATION AND MAINTENANCE COSTS TO BE
COVERED BY THE SHSC; AND FOLLOWING SUCCESSFUL NEGOTIATIONS,
AUTHORIZING THE CITY MANAGER TO ACCEPT A PERPETUAL, NON -
REVOCABLE EASEMENT FOR ACCESS AND USE OF THE PROPERTY OWNED
BY SHSC, LOCATED AT 1800 SUNSET HARBOUR DRIVE, IN CONNECTION
WITH THE CITY'S PUMP STATION OBLIGATIONS; AND FURTHER
AUTHORIZING THE CITY MANAGER TO EXECUTE ANY REQUIRED
DOCUMENTS OR AGREEMENTS IN CONNECTION WITH THIS TRANSACTION.
The Administration advises against the City assuming responsibility for the Sunset Harbour
Towers, Townhomes, and Yacht Club Pump Station ("The Properties' Pump Station") due to the
significant short- and long-term financial impacts on the Water and Sewer Enterprise Fund.
Should the Mayor and City Commission ("City Commission") decide to assume responsibility for
The Properties' Pump Station, the Administration recommends that the Sunset Harbour South
Condominium ("SHSC") be fully accountable for all fees associated with the necessary repairs
highlighted in the pump station inspection and assessment report completed by Hazen and
Sawyer, bringing the pump station into regulatory compliance, and a contribution towards the
pump station's Operations and Maintenance ("O&M") yearly fee.
Should the City Commission choose to accept the Finance and Economic Resiliency Committee's
(FERC) recommendation, it is imperative that any funding be incorporated into the FY 2027
budget process, with full consideration of its long -tens impact, estimated at $1.5 Million, on the
Water and Sewer Enterprise Fund and the City's financial stability.
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BACKGROUND/HISTORY
On April 3, 2024, at the request of Commissioner David Suarez, the City Commission approved
a referral to FERC, Item C4L, to discuss the possibility of having the City assume control and
management of The Properties' Pump Station.
The Properties' Pump Station located in the Sunset Harbour neighborhood, are serviced by one
(1) sanitary sewer pump station. The developer(s) of these properties decided to install a private
pump station rather than provide the required upgrades to the public infrastructure in this
neighborhood in order to service these four (4) properties.
The Properties' Pump Station, which provides critical sanitary sewerage infrastructure, is
presently privately owned, operated, and maintained by the SHSC, which represents these
properties. However, due to recurring issues surrounding the operation and lack of maintenance
of the pump station, the SHSC requested that the City take over the management, operation,
and maintenance responsibilities of The Properties' Pump Station in exchange for financial
compensation to the City (yet to be determined).
Sponsoring Commissioner Suarez, as part of the discussion, requested that City staff provide an
assessment, recommendations, concems, and the financial impact to the City for potentially
taking on this initiative.
The Public Works Department completed its initial assessment and presented its results at the
June 28, 2024, FERC meeting, listed below:
This particular pump station has been undergoing upgrades, which have not yet been completed.
It was recommended that the upgrades be completed and approved before completing any
transfer of ownership. It was also recommended that a third -party consultant evaluate the existing
conditions, the proposed/ongoing improvements, additional requirements for public utility
operation, which are more stringent than those for privately operated pump stations, and provide
a recommendation for any applicable additional improvements needed and their cost.
The transfer will require and is subject to regulatory approval.
Since the pump station is on private property, the City requires legal instruments, non -revocable
permanent easements, or transfer of title to the land occupied by the station and the associated
piping so that Public Works can operate and maintain the assets.
There are numerous private pump stations throughout the City, including one located at the New
Wodd Symphony, the Loews and Fontainebleau hotels, as well as other locations. Should the
City decide to take over the Property's Pump Station, similar requests from other property owners
may potentially follow.
The estimated cost for bringing the pump station up to standard, including design, construction,
legal costs, permitting, operation, and maintenance, would need to be estimated by a third -party
consultant.
At the June 28, 2024, FERC meeting, a motion was made to continue the discussion to the next
meeting and to have the Administration conduct a search of documents pertaining to
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development orders and/or any other relevant documentation related to The Properties' Pump
Station and bring it back for discussion.
On September 20, 2024, FERC members were presented with a signed and sealed set of as -
built plans on record, dated 08/21/95, which showed two buildings (The Sunset Harbour North
Tower and Sunset Harbour South Tower), located on Purdy Avenue as being connected. Two
additional buildings (Proposed Townhouse 1 and Proposed Townhouse 2), located on 20th
Street, were proposed to be connected at a future date. The additional two Townhouse
developments, once built, would have required that additional plans be submitted for review and
approval by the City and Miami -Dade County Department of Environmental Resource
Management ("DERM") to ensure that the station had adequate capacity.
Discussions followed by SHSC representatives and City staff. The SHSC continued voicing their
concerns about feared consequences from not having the City take over The Properties' Pump
Station they currently manage, including public and environmental issues should the pump
station overflow into Biscayne Bay.
Public Works stated that by accepting management responsibilities of the pump station, the City
would be taking over the financial responsibility of having to hire a consultant to run an analysis
of the pump station, to ensure that the design for the system is sound and that the pumps
currently in place are at the required operating point that was intended for the system.
Additionally, the Citywould be creating a precedent for future requests to take over other existing
private pump stations.
FERC members agreed that while this would be creating a precedent, this was a singular case
where an entire neighborhood of over 2,000 residents is impacted. Also, there was an absence
of documents proving a maintenance agreement was in place or formally executed. Discussions
continued regarding the City taking over the operational side of the pump station. It was
requested that the SHSC provide the City with financial documentation and all associated costs
for operating the pump station. Once the City engaged a consultant for design and provided cost
estimates (consulting fee estimated at $100,000.00), the Administration would review the SHSC
operating costs and negotiate the sharing of the ongoing operating costs.
The discussion concluded with a motion from FERC members to move the item to the City
Commission, with a favorable recommendation to: (1) engage a third -party consultant to run an
analysis of The Properties' Pump Station to determine any required capital improvements scope
and associated cost, and (2) work with the City Attorney to negotiate the transfer of The
Properties' Pump Station to the City's control, with a cost sharing by the parties after the City has
engaged with the consultant to determine the costs.
On October 30, 2024, the City Commission approved the FERC recommendation at its
September 20, 2024, meeting via Resolution No. 2024-33320.
On December 2, 2024, the City's consultant Hazen and Sawyer ("Hazen") conducted a hydraulic
analysis of The Properties' Pump Station at the cost of $40,000. At the time of the analysis, the
pump station was operating with a single functional pump of unknown manufacture with no
redundancy in place in the event of a pump failure. The SHSC indicated plans to purchase two
25HP Grundfos pumps to be connected to a new control panel, which had already been
constructed under Building Commercial Permit No. BC 1911677. However, during the inspection,
this control panel was not connected to a power source, either from Florida Power & Light ("FPL")
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or a temporary generator. Hazen's analysis was conducted based on the proposed future
installation of the two 25HP Grundfos pumps.
The consultant's report outlines several proposed improvements necessary to bring The
Properties' Pump Station up to code, as defined by the City's Public Works Manual. The report
also outlines requirements for acceptance as a public utility, in compliance with the Miami -Dade
County Department of Regulatory and Economic Resources ("RER") and DERM's Sewer
Checklist.
These proposed improvements include enhancements to site accessibility, structural integrity,
mechanical systems, electrical systems, and instrumentation. The outstanding issues listed
below will need to be verified before the City can accept managing the pump station. A more
extensive explanation can be found in the final report ("Attachment A"):
Pending Issues Needing Clarification:
There are several known outstanding issues that have been brought to the attention of the
Administration, including:
1. Allemating Pump Operation: Verify with the SHSC's Engineer of Record ("EOR") that the
existing control panel can facilitate alternating pump operation. Any proposed upgrades
must be permitted by DERM.
2. Explosion -Proof Certification: Confirm with the pump manufacturer that the proposed
pumps are rated Explosion Proof Class 1, Group D, Division 1.
3. Surge and Lightning Protection: Ensure the FOR confimrs that the proposed panel and
pump upgrades include adequate lightning and surge protection.
4. Proximity to Biscayne Bay and Collins Canal: Determine I the pump station is compliant
with all RER requirements.
5. Contamination Concerns: Assess if the RER requires special provisions for excavation
due to nearby contamination sites, such as Maurice Gibb Park, which is designated as a
brownfield. The presence of asbestos pipes also needs verification.
Hydraulic Analysis, Pump Station Upgrades, Financial Considerations, and The
Properties' Responsibilities:
The hydraulic analysis indicates that the station's discharge will not adversely impact the City's
existing infrastructure and that it will have adequate capacity, contingent upon the installation of
the proposed 25 HP pumps. The installation will require permitting by RER.
The required pump station upgrades proposed include the following structural, mechanical,
electrical, and instrumentation listed below:
• Resurface and recoating of the wet well to address significant concrete pitting caused by
hydrogen sulfide (H,S) exposure and prevention of further deterioration.
• Sandblast and coating of the interior of the valve vault, the valve vault piping and
appurtenances, and discharge piping.
• Install an access ladder for the valve vault, if feasible, given space constraints within the
existing vault.
• Provide pipe support for the riser pipes within the wet well.
• Provide support for the guide rails within the wet well.
• Install watertight hatches on the wet well and valve vault.
• Install new 25-hp pumps along with associated wet well discharge piping to restore normal
operation and remove bypass (currently under procurement by the Sunset Harbour South
Condominium).
• Address grease buildup in the wet well.
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• Install three (3) additional ETMs to track the total operational hours of the control panel in
accordance with City standards and DERM requirements.
• Install a plug valve outside the valve vault to facilitate isolation and maintenance.
• Install flexible coupling, mega flange, or other dismantling joint for valve vault piping.
• Implement odor control measures on wet well vent.
• Install a level transducer and one (1) additional float switch to improve pump control in
zrnordance with City standards.
• Install pressure transmitters in the valve vault to measure system pressure and improve
operational monitoring.
• Install a pressure gauge in the valve vault.
• Incorporate telemetry for remote monitoring ofthe Private PS and/or confirm that proposed
telemetry is compatible with the City's existing SCADA system.
• Energize the new control panel promptly, as prolonged unpowered storage outside is not
recommended.
The SHSC operates an internal gravity collection system that serves its residential buildings and
Yacht Club, discharging into the pump station's wet well.
It is important to note that any future agreements with the City must explicitly exclude this gravity
system as these assets are located within private property and are difficult to access with City
maintenance vehicles.
Proper maintenance of the gravity system is essential to prevent adverse effects on the pump
station. A maintenance schedule and log must be submitted to the City. The SHSC would remain
responsible for the maintenance of the gravity sewer system as well as for conducting all required
testing, inspections, and reporting that may be required by DERM and FDEP.
Furthermore, the SHSC must ensure that flows to the station do not increase due to factors such
as inflow or infiltration, as higher flows could result in extended pump operating hours. The RER
oversees city pump stations, and prolonged pump run times could lead to a moratorium
declaration.
The SHSC is currently under contract with Lift Stations "R" Us for a monthly preventative
maintenance service fee of $125 and $4 administrative fees, for an estimated yearly total cost of
$1,548. These costs are representative of private systems and not public systems that require
further monitoring, inspection, and reporting, estimated at $7,500 per month. A breakdown of
City costs was shared with SHSC for their review.
Additionally, the City is working to reduce costs associated with critical water and sewer projects,
and incorporating this pump station would add to O&M budgeted expenses.
On September 26, 2025, the Public Works staff presented FERC members with both short-term
and long-temr cost estimates for taking over the operations and maintenance of The Properties'
Pump Station. The Properties' Pump Station' legal counsel highlighted a prior agreement by the
SHSC, which stipulated that they would be responsible for updating the pump station, estimated
at $400,000, and an annual contribution to the City of $30,000 for its maintenance, over the first
three (3) years. The Properties' Pump Station' legal counsel concluded by stating that the SHSC
did not wish to manage a public utility. After considering both perspectives, FERC members
reached a compromise and made a motion to move the item to the City Commission with a
favorable recommendation, directing the Administration to negotiate an agreement with the
SHSC to shift responsibility for operating, maintaining, upgrading, renewing, and replacing the
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sewer pump station, with upgrades to be covered by the SHSC, and the annual contribution for
operation and maintenance to be determined.
FISCAL IMPACT STATEMENT
The current planning level estimate for essential upgrades to the station, upon transfer, is
$359,000. This includes basic nece<sities to ensure proper operation. The estimated annual O&M
cost to maintain the Pump Station is approximately $60,000, with future years increasing due to
inflation. These O&M costs are not inclusive of Rehabilitation and Replacement ("R&R") costs
that would take place every 10 to 15 years. The permits, survey, title and attorney's fees are
estimated at $18,000. The total cost of accepting the pump station is approximately $437,000 for
the first year alone. Long-term Rehabilitation and/or replacement costs shall also be considered.
Depending on the extent of the rehabilitation or replacement that is necessary, the cost could be
as high as $1.5M (bringing the station to standards, R&R and complete rehabilitation costs every
15 years, estimated in 2025 dollars), inclusive of mobilization, mechanical, structural, electrical
rehabilitation and engineering costs.
Does this Ordinance require a Business Impact Estimate?
(FOR ORDINANCES ONLY)
N applicable, the Business Impact Estimate (BIE) was published on:
See BIE at: https:llwww.miamibeachfl.gov/city-hallicity- lerkimeetinu-notices)
CONCLUSION
The Administration advises against the City assuming responsibility for The Properties' Pump
Station due to the significant short- and long-term financial impacts on the Water and Sewer
Enterprise Fund.
Should the City Commission decide to assume responsibility for The Properties' Pump Station,
the Administration recommends that the SHSC be fully accountable for all fees associated with
the necessary repairs highlighted in the pump station inspection and assessment report
completed by Hazen, bringing the pump station into regulatory compliance, and a contribution
towards the pump station's O&M yearly fee.
Additionally, should City Commission members recommend funding for the managing of the
pump station, the Administration recommends that it be considered as part of the FY 2027 budget
process and to be added as an asset and future expense in the CIP plan used to calculate rate
adjustments in the Water/Sewer Rate Study. City Commission members should also carefully
consider several critical factors that will significantly impact the Water and Sewer Enterprise Fund
Budget, beginning in FY 2027:
• The City's increasing unfunded capital improvement program.
• Long-term General Fund financial projections indicating a potential shortfall in the
upcoming fiscal year.
• The passage of Amendment 5 in November 2024, which increases the homestead
exemption and further constrains the growth of taxable property values.
These considerations are essential to ensuring that decisions regarding assuming control of The
Properties' Pump Station align with the City's broader long-term financial stability and strategic
priorities.
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Applicable Area
South Beach
Is this a "Residents Right to Know" item. Is this item related to a G.O. Bond
pursuant to City Code Section 2.17? Proiect?
Yes
No
Was this Agenda Item initially requested by a lobbyist which, as defined in Code Sec. 2-481
includes a Principal engaged in lobbying? No
If so, specify the name of lobbyist(s) and principal(s):
Department
Public Works
Sponsor(s)
Commissioner David Suarez
Co-sponsor(s)
Condensed Title
Negotiate Agmt/Responsibility of Sewer Pump Station be Covered by Sunset Harbour Assoc.
IDS) PW
Previous Action (For City Clerk Use Only)
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Hazen t lemorundum
March 21, 2025
To: Emilio R. Giacchino
Project Engineer
Public Works Department
City of Miami Beach
cc: Giancarlo Pena, PE, Interim City Engineer
Aaron Osborne, Project Engineer, Engineering Division
Mariela Paez Castillo PE, Planning and Design Manager
Re: Purdy Avenue Private Pump Station
Engineering Assessment and Hydraulic Analysis
1. Introduction and Background
The City of Miami Beach (City) is located in the east portion of Miami -Dade County and encompasses an
area of approximately 7.69 square miles with an estimated population of over 80,000 residents. The City
owns, operates, and maintains the wastewater collection and transmission system which includes 23 pump
station (PS) service areas (basins), approximately 117 miles of gravity sewer maim, approximately 26 miles
of active force mains, and over 3,100 manholes. Wastewater is collected throughout the service areas and
is pumped to Miami -Dade Water and Sewer Department's (MDWASD's) Central District Wastewater
Treatment Plant (CDW WTP) for treatment and disposal.
The City has engaged Hazen and Sawyer (Hazen) to assess a Private PS whose owners have expressed
interest in tmnsitioning ownership, operations, and maintenance to the City. The Private PS, which is
currently owned, operated, and maintained by Sunset Harbour Condominiums, is located at I800 Sunset
Harbour Drive along Purdy Avenue. The station is a key component of the condominium's wastewater
infrastructure, conveying sewage from the north and south buildings. Once at the Private PS, the Bows are
pumped through a City -owned 6-inch force main before discharging into the City's manifold force main
system via a 16-inch sewer force main new the intersection of Dade Boulevard and Purdy Avenue, as shown
in Figure 1-1 (next page).
This evaluation focuses on assessing the Private PS's structural, mechanical, electrical, and operational
conditions, along with its regulatory compliance and potential upgrade needs.
Hazen was provided with the following information to utilize in the evaluation:
• Sunset Harbour Place Sewer Plans, signed 11/01/1995
• Sunset Harbour Place 6-inch Force Main As -Built Plans, dated 07/05/1996
• Private PS Sewer Hydraulic Analysis written by the City, dated 06/022022
A copy of the above documents are included herewith in Appendix A.
Pace I
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Hazen Memorandum
2. Condition Assessment
Hazen conducted a condition assessment of the Purdy Avenue Private PS on December 2, 2024. Summaries
of the structural, mechanical, instrumental, and electrical observations are provided below, with the detailed
inspection report and photographs included in Appendix B.
2.1 Structural Observations
The structural condition of the PS was generally fair. The following items are in need of attention:
• Wet Well: The wet well structure exhibited noticeable concrete pitting due to exposure to hydrogen
sulfide (HrS) gas. There was no noticeable presence of a liner or protective coating for the concrete.
• Valve Vault: The valve vault was in generally good condition. However, debris has accumulated
at the bottom due to the vault being designed with an open bottom.
• No supports were present for the guide mils within the wet well.
2.2 Mechanical Observations
At the time of the inspection, the Private PS was on bypass, awaiting the installation of two (2) new
Grundfns 25-hp pumps (currently under procurement by the Sunset Harbour South Condominium). The
bypass system was comprised of a single pump, of unknown make and model, supported between the wet
well and valve vault, with suction hard piped from the wet well and discharging to the emergency pump
out within the value vault. Information on the new pumps to be provided for the Private PS is included in
the estimate by Just I Plumbing provided by the Manager of the Sunset Harbor Condominium, included in
Appendix C. All permanent discharge piping within the wet well was removed. It was also noted that there
was minor grease buildup within the wet well.
The station discharge piping between the wet well and valve vault is exposed and above grade. The
discharge piping is 4-inch ductile iron. Within the valve vault, the station is equipped with check and
quarter -turn plug valves, and a 4-inch pump out connection. This piping is corroded and appears either
uncoated or its coating has deteriorated. If not addressed, this condition could lead to further degradation
over time.
2.3 Instrumental Observations
At the time of inspection, the instrumentation components of the Private PS were in the process of being
upgraded under the City's Building Permit Number BC1911677 (permit card included as Appendix D).
The proposed instrumentation and electrical plans are included in Appendix E. Hazen evaluated both the
existing and new infrastructure as available during the inspection.
Two (2) control panels were observed:
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Older Control Panel: This panel showed significant corrosion and wear. This panel was currently
in use providing power to the bypass pump in operation. Two elapsed time meters were present to
record pump run times. No other instrumentation was present in the panel.
• Newer Control Panel: This panel was in good condition, wit had not yet been put into operation.
Haan understands that the new control panel and its associated equipment will become operational
only once the new pumps are installed. The following components were observed in the newer
control panel:
o Four (4) Boat switches designed to control pump activation based on water levels in
the wet well.
o Two (2) elapsed time meters (ETMs) to track the operational hours of each pump.
o Local alarms to notify personnel in the immediate area.
2.4 Electrical Observations
At the time of inspection, the electrical components of the Private PS were in the process of being upgraded
under the City's Building Permit Number BC1911677 (permit card included as Appendix D). The proposed
instrumentation and electrical plans are included in Appendix E. Hazen evaluated both the existing and
new infrastructure as available during the inspection.
In general, it was noted that no site lighting was available.
Two (2) control panels were observed:
• Older Control Panel: During the inspection, the panel was operational to support the Private PS in
bypass mode.
• Newer Control Panel: The electrical system was found to be rated at 200A, 240V, 3-phase. This
system is intended to supply power to two (2) future 25-hp pumps via full voltage non -reversing
(FVNR) starters, along with other miscellaneous loads such as receptacles, lighting, and control
equipment. The new panel was also equipped with a generator receptacle plug to provide an
alternative means for providing power to the station during electrical service disruption. Other
electrical components observed include a 200A enclosed main circuit breaker, conduits running
from the new control panel to the wet well, and conduit seals for conduits running into the new
control panel.
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Public Work Standards Review
A preliminary renew of Section 16 -Sanitary Sewer Force Mains and Pump Stations from the City's Public
Works Manual (PWM) (Hazen, 2021) was performed in conjunction with the condition assessment to
identify where the Private PS deviates from specified configurations and/or design standards required by
the City. Section 16 from the PWM is included as Appendix F. Please note that not all deviations from
the City's standards are identified throughout this assessment, but this review was performed to identify
deviations that could have major impacts on maintenance, operation, and regulatory compliance.
3.1.1 General
The following general site related items were noted at the pump station:
• Access to Private PS appears to be mainly though the private property side.
• Limited/no dedicated parking is available for pump station access and maintenance.
• There was no site security via fencing, locks, etc. to limit access and secure the Private PS site.
3.1.2 Structural
The following details, which appear in the City's PWM, particularly standard details 16-20 and 16-21 for
pump stations, were not observed at the station:
• Ladder entry into the valve vault.
• Enclosed valve vault (with bottom slab) with a drain line to the wet well.
• Pipe supports for the riser pipes within the wet well (no riser pipes were present at the time of
inspection).
• No supports present for the guide tails within the wet well. (Please note, typically the guide rail
support would be provided by the pump manufacturer. Based on the proposal from Just I Plumbing
provided by the Sunset Harbor Condominiums South Manager, included in Appendix C, new guide
rails are being provided with new pumps, excluding supports).
3.1.3 Mechanical
The following details, which appear in the City's PWM, particularly standard details 16-20 and 16-21 for
pump stations, were not observed at the station:
• Pressure transmitters.
• A plug valve outside of the valve vault for assistance in station isolation and maintenance (not a
regulatory requirement however it is noted since it is shown on the City Standard Detail 16-20).
• Flexible coupling, megananges or other type of dismantling joints for valve vault piping. The
current pipes are hard -pipped, which would make it difficult to access for maintenance.
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• Odor control for the wet well vent.
3.1A Instrumentation
The following details, which appear in the City's PWM, were not observed at the station:
Telemetry. The plans for the new control panel (included in Appendix E) included a RTU,
however, a wireless telemetry system that has the following components is required by the PWM:
o Pump I running
o Pump I in AUTO
o Pump I alarm
a Pump 2 running
o Pump 2 in AUTO
o Pump 2 alarm
o Wet well high level alarm
o Wet well low level alarm
o Wet well level (if a level transducer is provided)
o LCP intrusion alarm
o Pump station discharge header pressure (if pressure transducer is provided)
o Power fault
o Power loss
o Generator operating (if a generator is provided)
o Generator cool down (if a generator is provided)
o General fuel tank level (if a generator is provided)
• Five (5) ETMs (only two (2) were observed) to track the operational hours of:
o Pump I running
o Pump 2 running
o Pump I and Pump 2 running simultaneously
o Pump 1 running 1-5AM
o Pump 2 running 1-5AM
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. Level transducers.
3.1.5 Electricol
The following details, which appear in the City's PWM, were not observed at the station:
• Lighting and surge protection to divert excess voltage from transient surges. It is possible that these
items may be present, but they need to be confirmed by the Engineer of Record (EOR) for the new
control panel.
Pa^r
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4. Regulatory Review
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A preliminary regulatory review of the Private PS was conducted using the Miami -Dade County
Department of Regulatory and Economic Resources (RER) Division of Environmental Resources
Management (DERM) Sewer Checklist. This review ensures adherence to local sewer design and
operational standards by evaluating key regulatory requirements as required by Miami -Dade County Code.
The DERM checklist review aims to identify any non -compliant areas within the Private PS that may be
noted by DERM during future sewer extension permitting efforts for the station. A completed checklist for
the Private PS is included as Appendix G, noting which requirements are not applicable to the station,
which criteria are currently met, and which areas are non -compliant. The following items were noted:
4.1 Engineering Technical Review
• Electrical Equipment and Wet Well Hatch Elevations — The 100-year Flood elevation per
FEMA is 8-feet NGVD as shown in Appendix H. The critical flood criteria elevation for the
station in accordance with DERM requirements is:
8-feet NGVD + 1-foot freeboard + 9-inches Sea Level Rise = 9.75 feet NGVD
o The new control panel is elevated such that its bottom is above 9.75-11eet NGVD, as
indicated on the electrical plans (Appendix E). As such, the proposed electrical equipment
is anticipated to meet the minimum critical Flood criteria elevation. However, it is unknown
at the time of this analysis if the panel upgrades have been permitted with DERM.
o The Private PS as-builts show the wet well and valve vault hatches to be approximately 6-
feet NGVD (Appendix A). These elevations are below the required 9.75 feet NGVD.
Therefore, watertight hatches need to be installed on the wet well and valve vault, and the
new hatches would need to be permitted with DERM.
• Contaminated Site —Per the EDEP Contamination Location Map tool (see printout included
as Appendix 1), the adjacent Maurice Gibb Park is considered a brownfield site and has
petroleum contamination. As such, DERM may have special requirements regardingany
excavation proposed at the Private PS site.
• Asbestos — The presence of asbestos concrete pipe or other asbestos materials would need to
be determined based on future Sunshine 811 utility record investigations or other methodology
as appropriate. If asbestos materials are fmmd to be present DERM may have .special
requirements regarding any excavation proposed at the Private PS site. Please note, this
requirement is typical for all work performed by the City.
• Designated Critical Habitat — Due to the Private PS's locution adjacent to Biscayne Bay.
DERM may have additional requirements for any future work proposed at the Private PS site.
Please note, these additional requirements are typical for many of the City's PSs due to their
proximity to Biscayne Bay.
• Canal Impacts —Due to the Private PS'.s location adjacent to Biscayne Bay and Collins Canal,
DERM may have additional requirements for any fimtre work proposed at the Private PS site.
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Please note, these additional requirements are typical for many of the City's PSs due to their
proximity to the Biscayne Bay and/or canals. ,
4.2 Pump Station
• Pumps Capability to Pass 3-inch Sphere —The proposed pump cut sheet (Appendix J) notes
that "free passage through the pump varies from 35-125 must depending on size and hydraulic
variant" of the pump model. The capability of the pumps to pass, at a minimum, a 3-inch
spherical solid should be confirmed with the pump manufacturer. Ifthe pumps cannot meet this
requirement. then it is recommended to select a different pnmp model for installation.
• Odor & Noise Control — Based on the site visit and a review of the as -built drawings, no odor
controVreduction appears present on the wet well vent. DERM may require a charcoal fiber
(or other odor control system) he installed on the wet well vent.
The pumps are located approximately 15-feet below grade based on the as -built drawings
(Appendix A). Typically, this is considered to be adequate noise control. As such, no additional
noise control is anticipated to be required.
• PS Rated Capacity — The proposed Gnmdfos pumps will need to be permitted with DERM
and a hydraulic analysis performed to determine pump.station capacity.
• Pump Models are Explosion Proof (Class 1, Group D, Division 1) — This rating should be
confirmed with the proposed pump manufacturer. if the pumps cannot meet this requirement.
then it is recommended to select a different pump model for installation.
• Lightning and Surge Protection — It is recommended to confirm with the FOR of the new
control panel that the new panel and pump upgrades have adequate lightning and surge
protection. The proposed upgrades will need to he permitted with DERM.
• Alternating Pumps - It is recommended to confirm with the FOR of the new control panel
that the new panel upgrades will allow for the pumps to he operated in an alternating fashion.
The proposed upgrades will need to he permitted with DERM.
4.3 Utility
• ET Meters —As noted in Section 3.1.4 of this assessment, a total of five (5) ETMs are required.
It appears the new panel is only equipped with two (2). 11 is recommended to install three (3)
additional ETMs, which can he done with a separate panel.
• Electrical Equipment and Wet Well Hatch Elevations — This requirement was addressed
under the "Engineer Technical Review" section of the DERM checklist. Please see Section 4.1
above.
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4.4 Force Main
March _' I ?o] 5
• None — The force main criteria shown on the checklist appear to be met based on review of the
as -built drawings (Appendix A) and hydraulic modeling detailed in Section 6 of this
assessment.
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5. Recommendations
)Loth'I.'W]
Based on the condition assessment, PWM, and regulatory review, the following actions are
recommended:
a General
o Verify easement in place for the Private PS and conveyance to City.
o Improve vehicular access to the wet well and valve vault by considering dedicated City
parking spots, removing existing bushes, or making other modifications, as current access
may require entry through private property in the condominium driveway.
o Enhance site security by installing locks and/or gates to restrict unauthorized access and
protect station equipment.
• Station Upgrades
o Resurface and recoat the wet well to address significant concrete pitting caused by
hydrogen sulfide (H.S) exposure and prevent further deterioration.
o Sandblast and coat the following:
Interior of the valve vault
• Valve vault piping
• Station discharge piping
o Install a ladder entry into the valve vault, if feasible given space constraints within existing
vault.
o Provide pipe support for the riser pipes within the wet well.
o Provide support for the guide rails within the wet well.
o Install watertight hatches on the wet well and valve vault.
o Install new 25-hp pumps along with associated wet well discharge piping to restore normal
operation and remove bypass (currently under procurement by the Sunset Harbour South
Condominium).
o Address grease buildup in the wet well.
o Install three (3) additional ETMs to track the total operational hours of the control panel in
accordance with City standards and DERM requirements.
o Install a plug valve outside the valve vault to facilitate isolation and maintenance.
o Install flexible coupling, megaflange or other dismantlingjoint for valve vault piping.
o Implement odor control measures on wet well vent.
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o Install a level transducer and one (I) additional float switch to improve pump control in
accordance with City standards.
o Install pressure transmitters in the valve vault to measure system pressure and improve
operational monitoring.
o Install a pressure gauge in the valve vault.
o Incorporate telemetry for remote monitoring of the Private PS and/orconfirn that proposed
telemetry is compatible with the City's existing SCADA system.
o Energize the new control panel promptly, as prolonged unpowered storage outside is not
recommended.
. Regulatory Compliance Verification:
o The City should confirm if the following existing/proposed upgrades are compliant with
DERM requirements, if not, upgrades will need to be made to ensure regulatory
compliance:
• The capability of the pumps to pass, at a minimum, a 3-inch spherical solid should
be confirmed with the pump manufacturer.
Confirm the pump is rated Explosion Proof Class I, Group D, Division I with the
pump manufacturer. _
• Confirm with the FOR that the proposed panel and pump upgrades have adequate
lightning and surge protection
• Confirm with the FOR that the proposed panel upgrades will allow for the pumps
to be operated in an alternating fashion.
. Permitting
o Both the Sunset Harbour Condominiums and the City should coordinate with DERM to
determine if any of the existing and proposed components of the pump station are
unpernitted, including but not limited to the following:
• Proposed electrical upgrades.
• The installation of watertight hatches.
• Proposed pump upgrades.
• Station bypass.
o The City could request all permits and records DERM has on file for the station, allowing
the City and Hazen to review and identify any unpermitted components.
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Environmental Impact
o The City shoved note that DERM may hnc special requirements for work at the Private
PS due to its proximity to the following protected sites:
• Biscayne Bay.
• Collins Canal.
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6. Hydraulic Analysis
March _[, 20_'s
A hydraulic analysis was performed to evaluate the operational capacity and performance of the Private PS,
in addition to evaluating its impact on the City's sewer system.
This analysis is based on the following:
• InfoWorks hydraulic sewer model developed and calibrated by Hazen under a previous task
order, as described in City of Miami Beach Sewer Transmission System Hydraulic Model Report
(Hazen, 2019)
• Dry and wet weather Bows for the entire Miami Beach Model were updated based on recent
hydrologic calibrations summarized in the April 25, 2024, DERM submittal Sewer Collection
and Transmission System Hydraulic Model Calibration (Hazen, 2024).
• The sewer system hydraulic model considers Flows from the following developments:
• 500 and 600 Alton Road
• Symphony Park Hotel (1685 Washington Avenue)
• Bayshore Park
• Abbott Avenue
• 72n° and Park
• Pump Station I Rehab and Discharge Farce Mains
• Collins Park
• 4000 Alton Road
• 6747 Collins Avenue
• Sunset Island
• Venetian
• 7140 Abbott Avenue
• Convention Center Hotel
• Alton Road Pump Station 25
• Bal Harbour Shops
• 3900 Alton
• Indian Creek Village
• Shore Club
• Town Center Gateway
6.1 Private Pump Station Future Pump Curve and Current Flow Analysis
As stated in Seedon 2 of this assessment, the Private PS will be operating with two (2) new pumps in the
future. The associated future pump curve is provided in Appendix J. The future pump's characteristics are
listed below in Table 6.1.
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Table 6.1: Purdy Avenue Private Pump Station
Future Pump Characteristics
Characteristic
value
Number of Pumps
_
2
Manufacturer
Gmndfos
Type
Submersible
Rate Horsepower Per Pump, hp
25
Rated Flow, gpm
379
Rated Total Dynamic Head (TDH), 8
131
The Private PS receives Bows from Sunset Harbor condominium's north and south buildings, which contain
229 and 212 apartment units, respectively. Based on the Miami -Dade County Code (MDCC) land use
definitions, the total sewer Bow per apartment unit is 135 gpd per unit. As such, the average daily Bow
(ADF) is 21.5 gpm (30,915 gpd) for the north building and 19.9 gpm (28,620 gpd) for the south building,
as shown in Table 6.2 below.
Table 6.2: Purdy Avenue Private Pump Station
Sunset Harbor Condominium ADF
Condominium
Building
Number of
Apartment Unix(gpd/unit)
MDCC Land Use Definition
ADF (Bpd)
ADF (gpm)
Norm
229
135
30.915
21.5
South
212
135
28,620
19.9
TOTAL
441
-
59,535
41.4
The updated hydraulic model (Hazen, 2024) utilizes unique hydrologic parameters which characterize PS
basin flow responses to rainfall. new parameters vary across different drainage areas in order to match
the available observed data. Based on this, the peaking factor for the condominium flows was determined
to be 2.298 with a peak hourly flow (PHF) of 95.1 gpm (136,811 gpd), as presented in Table 6.3.
Table 6.3: Purdy Avenue Private Pump Station PHF
6.2 Existing Hydraulic Conditions with Future Pumps
6.2.1 Summary of Existing Conditions with Future Pumps
Flows from PS 6, PS 7, PS 8, and PS 10 manifold along the Venetian Causeway before discharging into a
16-inch force main along Dade Boulevard, where they combine with flows from the Private PS. These
Bows continue east along Dade Boulevard until they merge with Bows from PS 28 via a 42-inch force main.
The combined flows are then conveyed south and discharged into the MDWASD system through the
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Government Cut subaqueous crossing, which is owned by MDWASD. Once in the MDW ASD system, the
flows are received at CDW WTP for treatment and disposal.
Refer to Appendix K for pump station and force main locations, and Appendix L for a connectivity
schematic of the City's pump stations.
6.2.2 Existing Hydraulics with Future Pumps
A hydraulic analysis of the existing system conditions was conducted using the City's Infaworks [CM
wastewater hydraulic model. The analysis reflects the current operational state in which the Private PS is
actively discharging into the City's sewer system under existing (2025) flow conditions. The resulting peak
velocity within the Private PS's discharge force main, which travels south along Purdy Avenue, is shown
in Table 6.4. Velocities within the 6-inch discharge force main are anticipated to regularly exceed the
minimum selfcleansing velocity of 2 fps.
Table GA: Existing Conditions with Future Pumps • Fome Main Velocity
Force Main Max Velocity (ftls)
Private PS Discharge Force Main (64neh) 1 7,53
Table 6.5 presents the existing minimum and peak system conditions, along with the nominal average pump
operating time (NAPOT) values for stations manifolded and downstream of the Private PS connection.
Refer to Appendix M for the November 2024 NAPOT Report. With the future pumps, the Private PS has
a capacity of 461 gpm with one (1) pump in operation, which is sufficient for the peak now of 95.1 gpm.
This satisfies DERM's N+1 requirement, as the system operates with two (2) pumps, ensuring at least one
additional backup component beyond normal operational needs.
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Table 6.5: Existing Conditions with Future Pumps — Pump Station Analysis
Conditions
Pump Station Minimum System Conditions Peak System Conditions H 2624 mber
Flow (gpm) TDH (R) Flow (gpm) TOH (RI NAPOT
Purdy Avenue Private Station
PdvMr Pa 09 ill 461 132 5.85
Manifolded Stations - upstream
P810 1.969 9a 1,126 toe 1,43
nil 8,829 142 6,901 113 1.06
Manifolded Stations - Dowrlstroam
PSI
12,60E
61
7,016
74
2,01
PS M
13.526
!w
6.724
( 116
I 4.33
PS 23B
21.429
9
19,ml
72
0,30
6.3 Future Hydraulic Conditions with Future Pumps
6.3.1 Summary of Future Conditions with Future Pumps
Under existing conditions (2025), the Private PS discharges into the City's sewer system at current Flow
rates, assuming full operation. By 2045, additional Bows from anticipated inflow and infiltration (1/1) and
population growth must be considered, though the condominium itself is not expected to contribute to
increased Bow. While hydraulic conditions are expected to remain largely unchanged, the primary
difference is the system wide increased Bow volume. As a result, overall manifolded system pressures are
expected to rise. The future conditions modeling analysis aims to confirm that the Private PS will have
adequate capacity under these higher -pressure conditions.
6.3.2 Future Hydraulics with Future Pumps
A hydraulic analysis of the future system with the future pumps was conducted using the City's Infaworks
ICM wastewater hydraulic model. The resulting peak velocity within the 6-inch force main along Purdy
Avenue was analyzed, as detailed in Table 6.6. Solids deposition in the force mains is not expected as the
proposed peak velocities meet or exceed the industry standard scour velocity of 2.0 fps. Furthermore, these
velocities remain below the maximum allowable force main velocity of 10.0 fps.
Table 6.6: Future Conditions with Future Pumps - Force Main Velocity
Force Main Max Velocity (hrs)
Private PS Discharge Force Main (6-inch) I T44
Downstream and manifolded stations were analyzed. Minimum and peak system conditions for these
stations are listed in Table 6.7 along with projected NAPOT values. These values demonstrate that all of
the stations analyzed are expected to continue to operate below the 10-hour NAPOT limit. Additionally,
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the Private PS has adequate capacity to pump its peak flow of around 95 gpm in addition to satisfying the
N+1 condition.
Table 6.7: Future Conditions with Future Pumps — Pump Station Analysis
Exlssre ColN .
PmposW Colslalons
Pump
Minimum
System
Peak System Novembsr
IMM. I
System
Peak System
Chimps
st"IM
Condldom
Conditions 2D24
CwdMm
COMdom
Mtldp.l. i
in
I' NAPOT
NAPOT
MPOT
Flo.,
TDH
F.W TDH
(Mid)
FImY TDN
Fbw
TDH
(sr/dl
�1
lePn11
Ire
ISP1^I Inl I
(pp151 Ihl
(=)
un
P8 059 I 111 I bt I IM 1 5.55 1 US I 112 j 4n I 105 sM 0.19
WMrddkd Wmm
%10 I 1.9W W I 1]Ts 100 I 1Aa 1a as I 09 lop 1B2 0.s
Pa 11 0.82s to 0.001 N0 10g TdOs iM U74 t.s 2.ti 1]1
nt
12.605
N
T.ote
Ta
zat
t3.05J
ea
am
0
—
-as
Ps2sk
10.520
N
0,72e 1
110 1
4.30
10,2n
N
0.501
117
442
ON
naM
21429
A
19,201
n
0.00
21.092
a0
19.508
75
067
0.07
6.4 Hydraulic Analysis Conclusions
Hydraulic analysis confirms that under existing and future scenarios the Private PS's discharge does not
adversely impact on the City's existing infrastructure and that the station has adequate capacity assuming
the use of the future proposed pumps.
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7. Cost Estimates
%larc 1, '1. ',I'>
Based on the recommendations outlined in Section 5.0, a summary Opinion of Probable Construction Cost
(OPCC) is presented in Table 7.1. This cost estimate has been prepared for guidance in the evaluation of
potential upgrades required for the Private PS based on information available at this time. Note, pricing
does not include the (2) 25 HP Pumps and associated wet well discharge piping (for a total of $50,000) that
is being procured and paid for by Suset Harbor Condominiums.
Table 7.1— summary Opinion of Probable Construction Cost
Item No.
Description
Total Cost
1.
Site access and seventy upgrades
$ 10.000
2.
Wet well and valve vault resurface and mcoat'
$ 25.000
3.
Sandblast and recoat discharge piping
$ 5,000
4.
Furnish and Install valve vault ladder
$ 2,000
5.
Furnish and Install supports for user pipes
3 2,000
6.
Furnish and Install supports for guide rails
$ 2,000
7
Furnish and Install water tight hatches for wet well and valve vault with
new top slabs
$ 20.000
8.
Furnish and Install isolation plug valve on discharge FM
$ 8.000
9.
Furnish and install wet well level transducer, pressure transmitters
$ 5,000
10.
Control Panel modifications to accommodate, mom ETMs. level
transducer, flow meter, pressure transmitters—
$ �'�
11,
Furnish and Install analog pressure gauges
$ 200
12.
Furnish and Install PS telemetry
$ 25,000
13.
Furnish and Install wet wall vent odor control
$ 500
14.
Engineering Design for Improvements and Permitting Services
$ 50.000
15.
Permitting Fees
$ 1,000
Subtotal
$ 183,700
30%Contingency
$ 55,110.0
TOTAL
$ 238,810
Class 5 Estimate
-30%
.50%
"Priced as a new panel due to amount of upgrades that would be required by DERM
For a project at this level of design maturity (conceptual), the typical accuracy range for the cost estimate
is between minus 30% and plus 50%. This corresponds with a Class 5 estimate as defined by the AACE
International Recommended Practice 56R-08, Cost Estimate Classification System — As Applied for the
Building and General Construction Industries. This accuracy range is calculated independently of any
contingency included within the construction estimate. As the design advances and reaches a more
developed stage, the accuracy range will progressively narrow, allowing for a more precise cost projection.
Pa_c 14
2610 of 3458
Hazen
%1,,h -'I, 10±<
Appendix A: Supporting Documents Provided to
Hazen
2611 of 3458
Hazen
Appendix A-1: Sunset Harbour Place Sewer Plans,
signed 1 1 /01 / 1995
2612 of 3458
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Appendix A-2: Sunset Harbour Place 6-inch Force
Main As -Built Plans, dated 07/05/1996
Ng,
2616 of 3458
NrM 33WJ .9 - NV ld 1TE SV- ie
Hazen
,March 21. N C i
Appendix A-3: Private PS Sewer Hydraulic Analysis
written by the City, dated 06/02/2022
Pa"_.
2618 of 3458
MIAMI BEACH
City or Mkrml Beach, 1700 Convention Center Drive, Miami Beach, FL 33139, www,miamibeochkgov
PUBLIC WORKS DEPARTMENT
Tel. 305.673. 7080, Fa, 305.673.7028
June 2, 2022
Sunset Harbour South Condominium
1800 Sunset Harbour Drive
Miami Beach, FL 33139
Attn: Xiomara Reina
Re: Private Pump Station on Purdy Ave
Dear Xiomara Reins,
Sunset Harbour Condominiums owns a private pump station (PS) that collects the inflows from
the North and South Condominiums. The flows are pumped through a 6-inch and 8-inch force
main before discharging into an existing 16-inch DIP force main owned by the City of Miami
Beach's (City) at the intersection of Dade Blvd and Purdy Ave. Currently, the private PS is having
complications with the pumps failing and having to be replaced more frequently than typically
necessary.
The City incorporated the private pump station to its Master Sewer Hydraulic Model specifically
to investigate if the force main replacement project currently underway at Dade Blvd has an impact
on the PS at Purdy Ave. The analysis concluded that the force main replacement has a negligible
impact on the private PS serving the Sunset Harbour Condominiums.
Sunset Harbour Condominiums provided the head versus discharge curve (pump curve) for the
pumps currently in use at the private PS on Purdy Ave, which is enclosed with this memorandum.
The private PS was designed and constructed between 1994 and 1996 as shown in the Sunset
Harbour Place Design Plans and in the as -built drawings attached. According to the design plans,
the PS was designed to operate with a flow capacity of 375 gallons per minute at a total head
condition of 137 feet (59 psi). The City charted the design conditions on most recent pump curve
provided which shows that the designed head conditions are above the recommended pump
curve. The existing pump curve does not align with the designed operating point which could
indicate that the existing pumps are not the appropriate pumps for this application and can cause
a pump to bum out or fail more frequently than the projected life expectancy.
Please contact me for any questions or concerns. I can be reached by email at
teresakaimraih6a miamibeachfl.00v or by cell phone at 561465-9942.
Sincerely,
le4zdw,
Teresa Kaimrajh, P.E.
Public Works, Engineering
Planning and Design Manager
we nre commaled to providing excellent pvb;, service an(1 solely ro 011 whp live. work, antl piny in our vibrant, Tropical. nislonr
commonny_
2619 of 3458
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Appendix B: Pump Station Inspection Report, dated
12/02/24
2625 of 3458
iHa=
bale Dacember2.2024
City of Miami Beach
Hazen Observer. M. Veaa, J. ScoR
Pump Shtion Evaluafen
CMB Repre ientali W:
PUMP STATION OBSERVATION FORM
Pump Station ft.. Pnmm
- Sunset Hamor X Coordinate (Lmp.l: 25 790829 Y Coordimds (LaL) : 4101aa5a
A ldreselLocaticn: Sumer Harbor Drive and 18th Street
United. PS: WA
Ot rpa to:
Downstream PS:
_ Graver
Overall CmMRon, Fair
Approximate PS Aq: M yrs X Force Mein
Pump Station Type:
Put Prubla den
X Submerubk
Dry WeNWei WWI
Fmodhp X Me rhan"I Failures
_Non Submersible
_ POT(Pneumabc Wee)
_OverMns _ Sbudural Failum5
Bmaler
Omer
Commands
_ SuNm LaNYet Well
_Grinder
PralRniury Evtluabon:
_Impeler Change
_FM lmpmvemnal _Surchargad
_ Design Degs Available
X Pump Chanfp
N Comoletn Renuira d
Pidumn AvaidsNa X As -Bute Digs Avauabe
Good
Fair Poor Bad
Commma:
Exierer
—
x
—
mover
—
X
— — —
Prmy Raom
—
WA
Appo[Imab ONMIWau:
MechanicaWumpRoom:
Rlength
ft-ft Rheighl Rdiameter
Eledbicet Room.
Rlengm
Rwidm Rh"ht
Generator Room
R engm
it e R mm ht
Wet Well Condition:
Limr CendNen:
Good Fair
X Poor Bad
Gaon Fee Poor Bad X Unlerea
v..s
nsee ova
ras-. cwwaaare�n w� u�
u�o.s'va�amr.e... nr++r+r w
cevravr. eau
uwor'aa•aprme rmra�varareseA+rrn
awd. reor�—ww—
ar. u�n+a �wpa���aw��remwe+wapmmwpWmi
EepMad CpicreM RNnerCM4M:
_Yea X No
Notes. None visible but p cme is piRen oue m eaposum to H2S gee. needs to be re udared
Wit Wall Sim:
Sewar Inver) to Ground: (horn TOS to in mn)
6.0 RUum.
ft IWa Wb Rvndm
9.0 R Into l.. (mezmnire Boor)
—
~ WWI LMI Commit:
X Feeds
Bubber
Umasme Tramig ucer
Commands:
4900G-D20 2626 of 3458 Purvey Ave Pnvate PS Evaluation
City o1 Miami Beach Date December 2 2024
Pump Station Evaluation Haven 0bravaC M Vmas. J SCod
CMB Representative:
operational Obegervations
Cycle Pumps:
Yea No
Pressure Wul}Readings:
Check Valves Open
All Pumps Olt (pail.
Non -Operating Pumps Reverse'.
_
Single Pump Operation (poly _
Pump Discharge Valves Leaking:
All Pumps On (psp
Pump Seal Leaking
_
Commems: Stl s, Eros's rep Dumps
nvuit o m the vet wen
Moch.mcei Obeargifirma Pump!., Units
Number of pumps:
Manufacturer:
Mortal:
Inuaii
Power (hp)
MixAYsh Valve'.
Pump Type:
Pump Cord"ma0on:
NamapleN Rafings/BEP:
Subramptse
veniwl
Speeds ppml.
_Nonaubmenibk
_Horizontal
Flow(givou
Pump Buclian(in):
Pump Disda Out:
Fead(R):
Motor
Comments: Station is on bypass. no pumps mSlauen in the wet well
Suction Piping(in): 4
Valve Stse(in): 4
Valve Types: 114 Non bulbrlly
Diechana IliNrg(in l: 4
VeNe Sive(1.): 4
Valve Typi 114 Nm butterfly
Check Valves Neva Arms: N
eletsrtsl: DIP
Erpergenlry Pump Dul Connection AvaiNda: Y
SucUonAyiecbega Pipe CpnWfion:
_Good _Mr. Peering
X PeeNng18ome Commwm
_ Emnsive Peekrg/Comosion
Comments: Piping appears M not be coated. p smy hour well well to valve vault exposed and above grade (b)(ass is PVC SCH 80)
Call Flow Wier: N
Bypall Aunalable: Y
Face Win Siae (Inl: 4
Face Ill Valve Type:
Remoe Telemetry: N
Oda Contra System: N
Description:
sump Pump:
Sump Pump Conbd Type:
_Openalionat Non-Opemberall X None
Float Omer
Etspee Time Clock:
Commsnb:
Analog Dignal
otheir.
See elaM(al comments
Yea Mo
Comments:
Fans:
X
Air COMrboning:
X
Dehumidifier:
X
4ggOg020 2627 of 3458 Purley Ave Purace PS Evaluation
City of Miami Beach
Pump Station Evaluation
Control Penal Description: S. Comments
Dab:
Raub OGeervar
CMB RapbeentaBN:
December 2, 2024
M Vines. J. S V
Speed Conlrolb: SbodEy Power: Pump Electrical ReyuirNrlenb:
LmuN Rheostat _Generator WA Normal Full Loaf Amperage
Vana0le Freeue'wy X Receplacb 240 Operatlrq Voltage
X Comiant Speed None
Old LM Station Co" Papal was oluedwe In poor conditionand supptyirp Omer to a lemppary pump No pump wem oDbrved In
Me net nail. A new Lift Sbtion Con" Pants vies Installed near the old Lill Sbtion Control Paneland vies oCeened in good condition
,daddi a: ft.,Mums Me zw LA Station Comrol Panel will suppry poser b Me new pump Dane inabl. size empty condoms Here insbged
running to Me wet well. Now LA Slati Cannot Patel eas rot connected to any Poner aourca. neither FPL nor temporary generator
Mechanical:
Swc uul:
Inaoumanbtlon:
EbcMcal:
Miscallerbow:
R.^.?i II1
4g0 20 2628 of 3459 Purley Ave Pmate PS EV91YBtion
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I
S
AND CONTROL SET POINTS
LEVEL CONTROL FLOATS
A
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c
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124"
u
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138"
WET WELL DIMENSIONS
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Appendix C: Just I Plumbing Pump Installation
Estimate
2656 of 3458
JUST 1 PLUMBING
V S 8405 NW 68th St
Mum,, FL 331M
N 78667782M
a mlantmanagw@justlplumGng mm
CFC 1430452
..%. .justlpi.mN gg
ADDRESS SHIP TO
MRS. XIOMARA REINA MRS. XIOMARA REINA
SUNSET HARBOUR CONDOMINIUM SUNSET HARBOUR CONDOMINIUM
1800 SUNSET HARBOUR DR 1800 SUNSET HARBOUR DR
MIAMI BEACH, FL 33139 US MIAMI BEACH, FL 33139 US
TECHNICIAN
JT AA
SERVICE AND PRODUCT
SEWAGE PUMPS INSTALLATION:
WE WILL BLOCK THE DISCHARGE LINE TO THE WET TANK, THEN WE WILL CLEAN THE WET TANK WITH A
VACCUN TRUCK, WE WILL INSTALL THE GUIDES AND THEN THE TWO PUMPS. WE WILL RUN THE CABLES TO THE
NEW CONTROL PANEL, ALSO THE FOUR ELECTRIC FLOATS. THEN WE WILL REMOVE THE PLUG TO DISCHARGE
THE DRAINAGE LINES OF THE BUILDING.
THEN WE WILL ORGANIZE ALL THE ELECTRIC FLOATS.
PUMP FEATURES:
-BRAND: GRUNOF0..
HP: 25
-FLOW 379 GPM
SYa
3.000.00
SERVICE FOR PUMPING TRUCK (2 TIMES). 2a $1,500.00
SWr
6,240.00
LABOR FOR 1 TECHNICIAN AND 2 HELPERS
some
38,616,00
EQUIPMENTS.
2 PUMPS GRUNDFOS SE A40.300.52S.EX.61R.A. P" 99t 6119 HP. 25. FLOW: 379 GPM, 2 ® $19,308.00
MATERIALS
4,400.00
ADDITIONAL MATERIALS:
-GRUNDFOS 41NCH GUIDE RAIL ASSEMBLY COMPLETE WITH PUMP BASE, PUMP BRACKET AND UPPER GUIDE
RAIL HOLDER.
2 INCH PVC SCHEDULE 40., 2 Q i2,200,00
2657 of 3458
NOTES:
1. WE DO NOT KNOW THE CONDITION OF THE GROUND TO BE ABLE TO FIX THE BASES. IF IT IS NECESSARY TO
LEVEL THE FLOOR WITH CONCRETE WE WOULD NEED AN ADDITIONAL DAY AND THE QUOTE WOULD BE
INCREASED BY. $4.000,
2. NOT INCLUDE ADDITIONAL PLANS OR PERMITS.
3. LEAD TIME: 14 TO 16 WEEKS.
4. INCLUDES THE MANAGEMENT TO OBTAIN THE INSTALLATION PERMIT BY GERM.
5. INCLUDE LABOR AND MATERIALS,
6. NO ADDITIONAL ELECTRICAL WORK IS INCLUDED.
PAYMENT TERMS
PAYMENTTERMS:
UPON ACCEPTANCE: 100% OF THE AMOUNT OF THE EQUIPMENT TO PLACE THE ORDER WITH THE SUPPLY.
(TOTAL: 3B,616).
- UPON COMPLETION, THE DIFFERENCE MUST BE PAID (TOTAL: 11,384)
SUBTOTAL 52,256,00
DISCOUNT-2.256.00
Ac pted By A¢ pte6 Date
2658 of 3458
Hazen
�Ix,o,[. „�:
Appendix D: Building Permit Card for BC 1911677
2659 of 3458
7:, BUIIDINO PERMIT
R
F,, AND INSPECTION
RECORD
OO
vw.M1�s�t rnewe�
sl
t�.o-�
Lpr�'.ICT
y �Ime
RCM • n =g a C� WY
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g Kf
IYM• M Yrdll Mrlllr MrF[n MWMI
11nMn an u Ai1MIM1Y MM[ ffiOI�C
MYIiaAp }fYYfMWWn UI
I MtI11UTE 1*nu r�Y YNfV XEIni VtlFP'111Ml: PIP
N1 tIM ♦Nn 11NA11
40 n.T..11IIXITCr11N Lro11L faMrlttlon
ou sr�lwn »u aTxe name ullnmc rna
.rearvm ruMlmn ru.o n usi K un . t ra xn Nrz
2660 of 3458
O
INSPECTION RECORD
2661 of 3458
Hazen
Appendix E: Proposed Instrumentation and Electrical
Plans
2662 of 3458
'�
unwsuom
sm�vw
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2663 of 3458
854E to C99i
aax v+em
ore
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BS9E la 999Z
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reav
National Flood Hazard Layer RRMede emu
/1
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2667 of 3458
8SK i0 999Z
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2669 of 3458
894E 10 OC9Z
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WOINIWOONO) H1OOS OHM 13SWOS
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uvc mwiex
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2671 of 3458
854E io ZC9Z
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2673 of 3458
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WOINIWOON01 HAS FRO ASWOS
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— I —
2675 of 3458
8968 is 9L9L
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March'1, _'n'?
Appendix F: City of Miami Beach Public Works
Manual — Section 16
pagc'8
2677 of 3458
SANITARY SEWER FORCE MAINS
AND PUMP STATIONS
MIAMMEACH
SECTION 16. SANITARY SEWER FORCE MAINS AND PUMP
STATIONS
TABLE OF CONTENTS
PART 1 -GENERAL
1.01 Reference Specifications, Codes, and Standards
1.02 Safety and Protection Devices
1.03 Submittals
1.04 Quality Assurance
1.05 Design Criteria
PART 2 - PRODUCTS
2.01 Size and Material Limitations
2.02 Ductile Iron (DI) Pipe
2.03 High -Density Polyethylene (HDPE) Pipe
2.04 Fittings and Joints
2.05 Pipe and Fitting Coatings
2.06 Restraining
2.07 Automatic Air Release Valves (ARVs)
2.08 Plug Valves
2.09 Check Valves
2.10 Valve Boxes
2.11 Kamlock
2.12 Pump Stations, General
2A3 Odor Control
2.14 Submersible Pumps
2.15 Hatches
2.16 Control Panel and Equipment
PART 3 - EXECUTION
3.01 Preparation
3.02 Installation of Pipes and Appurtenances
3.03 Setting of Valves and Boxes
3.04 Installation of Access Pits and Manholes for Valving
City of Miami Beach Public works Department Page 16-1
Public Works Manual
We are committed to providing excellent public service and safely to all who ive, wort and play in our vibrant Tropical
historic community.
2679 of 3458
Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
3.05 Aerial Crossings
3.06
Installation of Pump Station
3.07
Flushing and Testing
3.08
Project Closeout
3.09
As Built Drawings
STANDARD DETAILS
City of Miami Beach Public Works Department Page ]A 2
Public Works Manuol
Wo are commit oA to providing excellent pobllc servlcc and safely to all who live. wprk and plOiiIn ovr vibrant. .
nlsrodc community.
2680 of 3458
Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
PART 1 — GENERAL
1.01 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Without limiting the generality of the other requirements, all work herein shall conform to
the applicable requirements of the following documents. All referenced specifications,
codes, and standards refer to the most current issue available.
1. Association of State Highway Transportation Officials (AASHTO)
AASHTO T-180 Standard Method of Test for Moisture -Density Relations of Soils
Using a 4.54-kg (10-I1b) Rammer and a 457-mm (18-in.) Drop
AASHTO M-306 Standard Specification for Drainage, Sewer, Utility, and Related
Casting
2. American Society for Testing Materials (ASTM)
ASTM A48 Standard Specification for Iron Castings
ASTM A126 Standard Specification for Gray Iron Castings for Valves, Flanges,
and Pipe Fittings
ASTM B62
Standard Specification for Composition Bronze or Ounce Metal
Castings
ASTM B92
Standard Specification for Unalloyed Magnesium Ingot and Stick
For Remelting
ASTM 8148
Standard Specification for Aluminum -Bronze Sand Castings
ASTM B209
Standard Specification for Deformed and Plant Carbon -Steel Bars
for Concrete Reinforcement
ASTM C478
Standard Specification for Circular Precast Reinforced Concrete
Manhole Sections
ASTM D4
Standard Test Method for Bitumen Content
ASTM D1784
Standard Classification System and Basis for Specification for
Rigid Polyvinyl Chloride (PVC) Compounds and Chlorinated
Polyvinyl Chloride (CPVC) Compounds
ASTM D2584
Standard Test Method for Ignition Loss of Cured Reinforced
Resins
ASTM D2657
Standard Practice for Heat Fusion Joining of Polyolefin Pipe and
Fittings
City of Miami Beach Public Works Department Page 16-3
Public Works Manual
We ore commil fed to providing excellent pvbhc service antl sofety to all who Nvework antl play in our vibrant, Iropical
histadc <ommvnlfy.
2681 of 3458
Section 16, Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
ASTM D3034 Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
ASTM D3261 Standard Specification for Butt Heat Fusion Polyethylene (PE)
Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing
3. American National Standards Institute (ANSI)
ANSI B16.1 Gray Iron Pipe Flanges and Flanged Fittings: Classes 25,125,
and 250
4. American Water Works Association (AWWA)
AWWA C105
Polyethylene Encasement for Ductile Iron Pipe
AWWA C110
Ductile Iron and Gray Iron Fittings
AWWA C111
Rubber Gasket Joints for Ductile Iron Pressure Pipe and Fittings
AWWA C115
Flanged Ductile -Iron Pipe With Ductile -Iron or Gray -Iron Threaded
Flanges
AWWA C150
Thickness Design of Ductile Iron Pipe
AWWA C151
Ductile Iron Pipe, Centrifugally Cast
AWWA C210
Liquid -Epoxy Coatings and Linings for Steel Water Pipe and
Fittings
AWWA C508
Swing -Check Valves for Waterworks Service, 2-In. through 24-In.
(50-mm through 600-mm)
AWWA C550
Protective Interior Coatings for Valves and Hydrants
AWWA C600
Installation of Ductile Iron Water Mains and their Appurtenances
5. City of Miami Beach Code of Ordinances
6. Florida Administrative Code (FAC)
7. Florida Building Code
8. International Organization for Standards (ISO)
ISO 8179 Ductile Iron Pipes, Fittings, Accessories and their Joints — External
Zinc -Based Coating
9. Miami -Dade County Code of Ordinances
City of Miami Beach Public Works Department Page 16-4
Public Works Manual
We are committed to providing e[collent public service and safely to old who livo. work and ploy in our abmnl. Iropicat.
hMonc community.
2682 of 3458
Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
10. Miami -Dade Division of Environmental Resources Management, Department of
Regulatory and Economic Resources (RER-DERM) Regulations
11. Occupational Safety and Health (OSHA) Regulations
12. Society for Protective Coatings (SSPC)
SSPC-PA 2 Procedure for Determining Conformance to Dry Coating
Thickness Requirements
13. Ten Slate Standards
B. Related standards specified elsewhere in the City of Miami Beach (City) Public Works
Manual include but are not limited to the following sections.
Section 1. Design Standards and Guidelines
Section 8. Surveying, Drawing, and Drafting Requirements
Section 9. Erosion and Sediment Control
Section 10. Earthwork and Roadwork
Section 13. Concrete
Section 16. Sanitary Sewer Gravity Collection System
1.02 SAFETY AND PROTECTION DEVICES
A. It shall be the sole responsibility of the Contractor to protect persons from injury and to
avoid property damage. Adequate barricades, construction signs, torches, red lanterns,
and guards as required shall be placed and maintained during the progress of the
construction work for the protection of the public in compliance with all Local, State,
Federal, and OSHA laws and regulations.
B. The Contractor shall have unit responsibility for and be required to make good, at its own
expense, all damage to property or adjacent properties caused in the execution of the
Work.
C. The Contractor shall take all necessary precautions for the safety of its employees on
the job and shall comply with all applicable provisions of Local, State, and Federal safety
laws and regulations to prevent accidents or injury to persons on, about, or adjacent to
the premises where the Work is being performed.
D. Contractor is solely responsible for site security. Contractor shall properly secure all
materials and equipment from damage and/ or theft. In the event that the Contractor's
tools or materials delivered to or stored on -site are stolen or damaged, the Contractor
shall be responsible for such theft.
City of Miami Beach Public Works Department Page 16-5
Public Works Manual
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Section 16. Sanitary Sewer Face Mains and Pump Stations September 2021
FINAL
E. The Contractor shall comply promptly with such safety regulations as may be prescribed
by the City or designee or the local authorities having jurisdiction and shall, when so
directed, property correct any unsafe conk;,tions created by or unsafe practices on the
part of its employees. In the event of the Contractor's failure to comply, the City or
designee may take the necessary measures to correct the conditions or practices
complained of, and all costs thereof will be deducted from any monies due the
Contractor. Failure of the City or designee to direct the correction of unsafe conditions or
practices shall not relieve the Contractor of its responsibility hereunder.
F. The Contractor shall be in compliance with all applicable provisions of the Florida
Building Code and OSHA Regulations in general and specifically the provisions
concerning confined space entry and the Trench Safety Act, including notification of the
Sunshine State One -Call Center (1-800-432-4770), 48 hours prior to any excavation.
1.03 SUBMITTALS
A. Minimum criteria are presented in this Section and the following Standard Details.
Sanitary sewer force mains and pump stations, including associated disciplines as
required (civil, structural, electrical, instrumentation, HVAC, etc.) shall be designed by a
Stale of Florida Engineer. Signed and sealed calculations must be provided to support
hydraulic and structural design. Signed and sealed buoyancy calculations must also be
provided for underground structures.
B. Plans shall be in accordance with Section 8 of the City of Miami Beach Public Works
Manual.
C. Properly identified product data for review, including cut sheets for pipe and all other
materials used, shall be submitted to the City or designee for review and approval prior
to fabrication and/or delivery.
D. The Contractor shall video/photograph the entire project site during normal working
hours including all concrete and asphalt pavements, curb and gutter, fencing,
landscaping to remain, structures to be demolished, and existing structures that are to
be modified. All videos and photographs shall be date and time stamped and a digital
copy submitted on a Flash drive/memory stick or media acceptable to the City of Miami
Beach Public Works Department prior to beginning construction activities. The
video/photographs shall clearly identify existing site and structural conditions prior to
construction.
1.04 QUALITY ASSURANCE
A. Work shall be performed in accordance with Contract Documents, Drawings, and/or City
of Miami Beach Public Works Manual Specifications and Standard Details, in a neat and
accurate manner. It is the intent of the City to obtain a complete and working installation
according to these Specifications, and any items of labor, equipment, or materials which
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Section 16. Sonkory Sewer Force Mains and Pump Stations September 2021
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may reasonably be assumed as necessary to accomplish this end shall be supplied
whether or not they are specifically shown on the project plans or stated herein.
1.05 DESIGN CRITERIA
A. Conflict manholes involving other utilities mains are to be avoided.
B. Discharge from private lift station force mains shall discharge only into an epoxy coaled
gravity sanitary sewer manhole sewer system.
C. Design criteria evaluation for air release valves will be required for vertical elevation
changes of more than two (2) pipe diameters. The City of Miami Beach Public Works
Department Engineering Division shall review the flow and elevation changes and the
Engineer's recommendations.
D. Plug valves for isolation of segments of force mains shall be installed at a minimum of
every one half (112) mile along the force main route.
E. Pipeline Crossings
1. Sewer mains shall not be laid in the same trench with water mains, stormwater
mains, gas lines, fuel lines, or electric cables.
2. The horizontal, vertical, and joint separation shall be in accordance with Florida
Administrative Code (FAC) 62-55.314. Refer to Standard Details 16-1, 16-2, and 16-
3.
PART 2 — PRODUCTS
2.01 SIZE AND MATERIAL LIMITATIONS
A. The minimum pipe size of any public force main shall be four (4) inches in diameter
unless otherwise approved by the City of Miami Beach Public Works Department in
writing, on a case -by -case basis.
B. Polyvinyl Chloride (PVC) pipe.
PVC sanitary sewer force shall meet the following AW WA specifications:
(1) AW WA PVC C900, DR14 for pipe diameters 4" through 14".
(2) AW WA PVC C905, DR 25 for pipe diameters 16" and greater.
C. High Density Polyethylene (HDPE) pipe as specified below.
D. Ductile Iron (DI) pipe as specified below.
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Section I6. Sanitary Sewer Force Mains and Pump Stations September 2021
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E. No galvanized or lead pipe is allowed.
F. No concrete pipe is allowed.
2.02 DUCTILE IRON (DI) PIPE
A. The exterior of all DI pipe shall be zinc -coated and poly -wrapped in accordance with
AWWA C105.
E. DI pipe shall be centrifugally cast in metal molds or sand lined molds in accordance with
AWWA C151 of grade 60-42-10 ductile iron. The above standard covers ductile iron pipe
with nominal pipe sizes from 3 inches up to and including 64 inches in diameter.
C. Unless otherwise specified, the minimum pipe thickness per AWWA C151 for the
following pipe sizes is shown below. Flanged (FLG) pipe shall not be less than Class 53
as identified in Table 50.15 of AWWA C150-91.
NOMINAL
PIPE DIAMETER TYPE OF
PIPE MATERIAL (INCHES) CLASS JOINT
DI 4 thru 12
DI 14 thru 54
DI All
52
MJ or PO
51
MJ or PO
53
FLG
D. Depending on design conditions, the City may opt to conform to standard pressure
classes AW WA C151 for the following pipe sizes. The pressure class specified is the
minimum permitted.
NOMINAL PIPE DIAMETER
(INCHES)
CLASS
4 thru 12
350
14 thru 24
250
30 thru 54
150
2.03 HIGHDENSITYPOLYETHYLENE (HDPE) PIPE
A. HDPE for force mains shall be high molecular weight. The resin material shall have a
standard PE code designation of PE 4710. The pipe shall contain no recycled compound
except that generated in the manufacturer's own plant from resin of the same
specification from the same raw material pipe. The pipe shall be homogeneous
throughout and free of visible cracks, bubbles, holes, foreign inclusions, or other
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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injurious defects. It shall be uniform in color, capacity, density, and other physical
properties.
B. The pipe shall conform to either Iron Pipe Size (IPS) or DIPS standard dimensions. A
standard dimension ratio (SDR) of 11 shall be used whenever available. Approval from
the City of Miami Beach Public Works Department is required for any pipe with a
proposed SDR greater than 11 (i.e., wall thickness is reduced).
C. All HOPE pipe shall be color coded for the intended service. The color coding shall be
permanently coexlruded on the pipe outside surface as part of the pipe's manufacturing
process. Painting HOPE pipe to accomplish color coding is not permitted. Color coding
shall be as follows:
1. Sewer - green
D. HOPE pipe shall be marked either continuously or on intervals not to exceed five (5) feet
by indirect printing with the following informal
1. Name and/or trademark of the manufacturer.
2. Nominal pipe size.
3. Dimension ratio (DR).
4. The letters PE followed by the polyethylene grade per ASTM D1248, followed by the
Hydrostatic Design basis in 100's of pounds per square inch (psi).
5. Manufacturing Standard Reference.
6. Production Code from which time and date of manufacture can be determined.
E. HOPE fittings shall be manufactured to the requirements of ASTM D3261 and fabricated
fittings shall be manufactured from pipe of at least one SDR heavier pipe than the
system piping and shall be pressure rated to match the system piping. The butt fusion
outlets of fabricated fittings shall be machined to the same SDR as the system piping to
which they are to be fused.
F. HOPE pipes and fittings shall be joined one to another by thermal butt fusion, saddle
fusion, or socket fusion in accordance with procedures recommended by the pipe
manufacturer and as outlined in ASTM D2657. The manufacturer shall provide fusion
training services to the Contractor upon request.
G. Butt fusion joining of unlike SDRs shall not be permitted. Transition from one SDR to
another shall be accomplished by the use of mechanical couplings or a transition nipple,
which is a short length of the heavier SDR pipe with one end machined to the lighter
SDR.
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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H. All HDPE pipe installed via open cut installation shall have a #12 copper wire laid along
with the pipe and attached to a terminal with a cast iron lid that maintains continuity of
signal and allows for magnetic location of the pipe in the future.
2.04 FITTINGS AND JOINTS
A. Fittings shall be manufactured in accordance with AW WA C110 for nominal pipe sizes 3
inches to 64 inches and shall be either flanged or mechanical joint. Any other fittings, not
Included in AW WA C'110, shall conform in design and performance to the requirements
of this Section.
B. Unless otherwise specified, the ductile iron fitting minimum thickness is defined in
Section 2.02C. Flanged (FLG) fittings shall not be less than Class 53 as identified in
Table 50.15 of AW WA C150-91.
C. Depending on design conditions, the City may opt to conform to standard pressure
classes AW WA C151 as defined in Section 2.02D.
D. Flanged pipe shall only be allowed on above ground applications and shall not be
allowed in underground applications.
E. Mechanical and push -on type joints shall be in accordance with AW WA C111,
F. Fittings shall be provided with flanges having a bolt circle and bolt pattern the same as
the adjacent pipe and/or mechanical devices.
G. No raised face flanges shall be used. The raised faces shall be milled flat.
H. Flange gaskets shall be full face neoprene rubber. Gasket material (push -on)
mechanical joint, gasket restrained shall be neoprene.
2.05 PIPE AND FITTING COATINGS
A. A coating of rust inhibitive primer shall be applied to the ductile iron pipe exterior prior to
shipment for piping that is above ground and exposed piping within vaults.
B. For buried service, the piping manufacturer's standard asphaltic coating shall be applied
prior to shipment to the exterior wall of buried DI pipes and fittings in accordance with
AWWA C151.
C. Zinc Basecoat: The exterior of ductile iron pipe shall be coated with a layer of arc -
sprayed zinc per ISO 8179. The mass of the zinc applied shall be 200 grams per square
meter (g/al of pipe surface area. A finishing layer topcoat shall be applied to the zinc.
The mean dry film thickness of the finishing layer shall not be less than 3 mils with a
local minimum not less than 2 mils. The coating system shall conform in every respect to
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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ISO 8179, Part 1. Ductile iron fittings shall also have a zinc protective coating sprayed
on at the factory at a minimum of 3 mils.
D. Poly Wrap
1. All DI pipes and fittings shall be poly wrapped conforming to the requirements of
AWWA C105 and shall have an 8-mil minimum thickness.
2. Due to the high salinity content of the groundwater, or if corrosive soils are
encountered, the City may require the use of V-Bio Enhanced Polyethylene
Encasement to protect the ductile iron main, fittings, and valves. All ductile iron pipe
and fittings shall be wrapped with the V-Bio Polyethylene Enhanced Encasement
and have the zinc protective coating factory applied. The V-Bio Polyethylene
Enhanced Encasement shall be accordance with AWWA C600 and AWWA C105.
Color shall be green for sewer. Polyethylene encasement for use with ductile iron
pipe systems shall consist of three layers of oo-extruded linear low -density
polyethylene (LLDPE), fused into a single thickness of not less than 8 mils. The
inside layer of the polyethylene wrap to be in contact with the pipe exterior shall be
infused with a corrosion inhibitor and antimicrobial biocide to control galvanic
corrosion. Product: V-Bio, or approved equal.
3. Polyethylene encasement for ductile -iron pipe shall be supplied as a flat tube
meeting the dimensions of Table 1 in AWWA C105 and shall be supplied by the
ductile iron pipe manufacturer. Plastic adhesive tape shall consist of polyolefin
backing and adhesive which bonds to common pipeline coatings including
polyethylene. Products: Canusa Wrapid Tape; Tapecoat H35; Polyken 934; AA
Thread Seal Tape, Inc.; or approved equal.
E. The interior of all ductile iron pipes and fittings shall be lined with an epoxy lining. The
epoxy lining shall be Protecto 401 Ceramic Epoxy as manufactured by the Protecto
Division of Vulcan Painters, Inc. All DI pipe and fittings shall be lined with a minimum dry
film thickness of 40 mils, except for the gasket groove and spigot end up to six (6) inches
back from the end of the spigot which shall be lined with ten (10) mils of the material. All
ductile iron pipe and fittings shall be checked for dry film thickness in accordance with
the Society for Protective Coatings Paint Application Standard No. 2 (SSPC-PA 2). Each
pipe joint and fitting shall be marked with the date of application of the lining system and
with its numerical sequence of application on that dale. The pipe supplier shall furnish a
certificate stating that lining applicator has complied with all specification requirements
relative to the material, its application, and inspection. Surface preparation, number of
coats, application of the lining material, and field touch-up shall be in strict accordance
with the lining material manufacturer's recommendations. During the installation of the
pipe, the lining material manufacturer shall provide the services of a field engineer to
instruct and demonstrate to the Contractor's personnel the procedure for the field touch-
up of lining where field cuts and taps were required. Holiday inspection shall be
conducted using test equipment described in AWWA C210, Section 5.3.3.1. In
City of Miami Beach Public Works Department Page 16-11
Public Works Manual
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Section 16. Sanitary Sewer Force Mains and Pump Stations
September 2021
FINAL
accordance with coating manufacturer's recommendation, holiday testing may be
conducted any time after the coating has reached sufficient cure.
2.06 RESTRAINING
A. Unless otherwise indicated, all below ground fittings 30-inches in diameter and greater
shall be provided with manufacturer proprietary restrained joints.
B. Underground ductile iron fittings for DI pipe 24 inches in diameter and less shall be
restrained mechanical joint fittings.
C. All fittings and specific pipe joints shall be restrained as outlined below (NO
SUBSTITUTIONS). MEGABOND coating system shall be provided for all EBAA
products.
JOINT
Push -On DI pipe 3-inch to 48-inch
Fitting with DI pipe
RESTRAINT
TR-Flex by U.S. Pipe or Flex Ring by
American; or EBAA Iron Series 1700
Megalug
EBAA Iron Series 1100 Megalug
D. Minimum length of pipe to be restrained shall be in accordance with DIPRA Thrust
Restraint Design for Ductile Iron Pipe, latest edition.
E. Thrust blocks are not allowed unless specially approved by City of Miami Beach Public
Works Department Engineering Division in writing.
2.07 AUTOMATIC AIR RELEASE VALVES (ARVS)
A. The body of these valves shall be conical shaped to maintain maximum air gap with the
spring -loaded float and seal plug connection combining to ensure no contact between
the sewage and the seal.
B. The valve shall have a double float design with the upper float being enclosed in the
upper section of the valve and shall be made of foam polypropylene. The lower float
shall be in the main body of the valve and shall be constructed of foam polypropylene.
C. The body, cover flange, and lower flange shall be constructed of reinforced nylon, and
shall have a funnel shaped lower body to automatically drain sewage back into the
system.
D. All internal metal parts are to be made from corrosion resistant 316 stainless steel
produced in America, with all operating parts, in the upper and lower sections, to be non-
metallic plastictrubber materials.
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Section 16. Sanitary Sewer Force Mains and Pump Stations
September 2021
FINAL
E. The hinge for operation for the opening and closing of the seal on the orifice shall be
made of EPDM rubber.
F. The rolling resilient seal shall provide smooth positive opening, closing, and leak free
sealing over the fluctuation of pressure differentials.
G. The lower bowl of the ARV shall be funnel shaped to assure the raw sewage to run back
into the pipe.
H. All hardware shall be of stainless steel 316 produced in America bolts and nuts, and the
entire valve, except to upper outlet, shall be constructed of reinforced nylon material.
I. All valves shall be equipped for backflushing maintenance with easy connection or
disassembly.
J. Valves with a total weight of more than 10 pounds shall be anchored to relieve the
excessive weight to the saddle and pipe. Those valves weighting less than 10 pounds
will not be required to be anchored.
K. The ARV shall be no taller than 19-inches. The connection on all pipelines shall be the
following sizing with an isolation valve of the same size:
NOMINAL PIPE DIAMETER
(INCHES ) CONNECTION
8-inch and smaller 2-inch threaded
10-inch thru 16-inch 3-inch flangelthreaded
18-inch and larger 4-inch flange/threaded
L. All air and vacuum combination release valves shall be ARI Model D-025P, or approved
equal.
M. Smith Blair 317 series stainless steel tapping saddle shall be used, or approved equal.
N. Size of valve shall be calculated to meet the required flow/design conditions.
2.08 PLUG VALVES
A. Plug valves shall be of the non -lubricated, eccentric seating plug type with synthetic
rubber -faced plugs. All valves shall be provided with limit stops and rotate 90° from fully
open to fully shut. The minimum working pressure for all valves shall be 150 psi for
valves through 36-inch, and the test pressure shall be at least 270 psi for valves up
through 12-inch and at least 230 psi for valves 14-inch and larger. Plug valves located at
the discharge end of a pump station shall have a 100 percent port area. Plug valve 6-
inch and smaller with an 80 percent minimum port area are acceptable only at locations
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
away from lift stations. Plug valves 8-inch and larger shall be full opening with 100
percent port area. Plug valves, 8-inch and smaller shall be designed for operation in a
horizontal pipeline with the valve shaft in a vertical position. Plug valves large; than 8-
inch shall be designed for operation in a horizontal pipeline, with the valve shaft in a
horizontal position and the operating shaft in a vertical position. The plug valves shall be
as manufactured by DeZurik Company, Pratt, Kennedy, or equal as approved by the
City, and shall be the standard product of a manufacturer which has produced and sold
such equipment for a period of at least five (5) years. Valves shall be suitable for buried,
submerged service.
B. All buried valves shall have mechanical joint ends (unless otherwise shown), conforming
to AWWA C111, and shall be operated with a standard AWWA 2-inch square nut
through a totally enclosed worm gear actuator.
C. Unless otherwise required, all exposed valves 4-inches in diameter and larger shall have
flanged ends conforming to ANSI B16.1-125M50-pound standard with face-to-face
dimensions of standard plug valves. Valves smaller than 4 inches in diameter shall have
screwed ends, unless otherwise noted.
D. Valves shall be bolted bonnet deign and be provided with lever operators for interior and
exposed service with nominal pipe sizes six (6) inches and less.
E. Interior and expose service with nominal pipe sizes eight (8) inches and larger shall be
provided with totally enclosed worm gear actuators. The actuators shall be property
sized to suit the maximum differential across the valve.
F. For buried or submerged service, valves shall be provided with an AWWA operating nut.
Valves with nominal pipe sizes eight (8) inches and larger shall have permanently
lubricated total enclosed worm gear actuators.
G. The manufacturer shall certify that the plug valves are capable of operating in
continuous duty service under these pressures and flow conditions.
H. Each valve shall by hydrostatically tested and tested for bubble tightness after the
operator has been mounted and adjusted. Copies of the hydrostatic and leakage test
certification and certification of conformance shall be provided to the City or designee.
I. All internal and external ferrous components and surfaces of the valves, with the
exception of stainless steel and finished or bearing surfaces, shall be shop painted with
two coats (10 mils min. dry film thickness) of the manufacturer's premium epoxy for
corrosion resistance. Damaged surfaces shall be repaired in accordance with the
manufacturer's recommendations.
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Public Works Manual
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
2.09 CHECK VALVES
A. Check valves shall be outside lever -and -weight or outside !ever -and -spring typo, in
accordance with AW WA C508, full -opening; designed for a working pressure of 150 psi
unless otherwise required and shall have a flanged cover piece to provide access to the
disc. Corrosive ferrous surfaces of valves, 4-inch and larger, which will be in contact with
sewage, shall receive a fusion -bonded epoxy coating conforming to AW WA C550.
B. Body: The valve body shall be of cast iron to ASTM A126, with flanged ends to ANSI
B16.1, or mechanical joint ends, as required.
C. Disc: The valve disc shall be of cast iron, ductile iron, or bronze to ASTM 862.
D. Seat and Rings: The valve seat and rings shall be of bronze to ASTM B92 or 8148, or of
Buna-N.
E. Hinge Pin: The hinge pin shall be 316 stainless steel.
F. Suppliers, or equal as approved by the City: DeZurik, Clow/M&H/Kennedy, Golden
Anderson, Mueller.
2,10 VALVE BOXES
A. Valve boxes shall be made from Class 30B gray iron in accordance with ASTM A48.
B. The letter "S' shall be cast in the cover for sewer force mains.
C. Bottom of cover and seat of frame shall be machined to provide a uniform contact
surface.
D. The boxes shall be of such length as will be adapted, without full extension, to the depth
of cover required over the pipe at the valve location.
E. All service valve boxes shall be No. 52, and all Main valve boxes shall be No. 53
regardless of the size.
F. No. 52 valve boxes shall be U.S. Foundry 7605 ring and FB cover, or approved equal.
G. No. 53 valve boxes shall be U.S. Foundry 7635 ring and FJ cover, or approved equal.
2.11 KAMLOCK
A. Emergency pump out connections shall be minimum six (6) inch diameter "Kamlock"
plug and coupler (female end for sanitary sewer) with dust cover which includes a 316
stainless steel chain to secure cover.
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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2.12 PUMP STATIONS. GENERAL
A. The station will be designed to meet OSHA, Ten State Standards, and RER-DERM'.
requirements. The station will be comprised of the major following elements:
1. Wet well and valve pit or wet well -dry well
2. Submersible pumps and motors or dry pit pumps and motors
3. Control panel
4. Paved parking area and access, as permitted by site constraints
5. Emergency pump out connection (Kamlock)
6. Electrical service and meter
7. Security fence with gate, as permitted by site constraints
8. Telemetry system and antenna
9. Pressure transducer (for pump stations 25 horsepower [hp] and larger)
10. Flow meter with vault (for pump stations 25 hp and larger)
B. A permanent on -site generator must be provided for all critical pump stations. Critical
pump stations are those that require a standby generator due to discharge to a force
main size equal to or greater than 12 inches and/or the station repumps upstream
stations.
C. For those pump stations without a permanent on -site generator, a GENSET plug shall
be provided on the control panel. Location of receptacle on control panel side with best
accessibility for portable GENSET. Receptacle cap shall be watertight. The emergency
power receptacle shall be as follows:
APPLETON, Product: AR40044RS 400A 4W4P
D. The entire pump station parcel is to have a 6-inch-thick concrete pad on top of 12 inches
(12") of compacted subgrade, compacted to 98% of the maximum density per AASHTO
Specification No. T-180. Subgrade is to have a minimum load bearing ratio (LBR) of 40.
E. All pump stations shall pump into adequately sized force mains with velocities not to
exceed 8 feet per second which transmit the flow to the appropriate wastewater
treatment facility.
F. A six (6) foot high chain link site perimeter fence shall be provided, as allowed by City of
Miami Beach and Miami -Dade County codes. The mesh shall be green vinyl fusion -
bonded chain link with green aluminum slats each way, pursuant to City of Miami Beach
City of Miami Beach Public works Department Page 16-16
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Section 16, Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
and Miami -Dade County codes. Alternate screening methodologies may be submitted
for review and approval.
G. Fence access gate into the site shall be 14 feet wide roll gale with locking hasp suitable
for padlock. Driveway between pump station and road to be 16 feet wide.
H. Pump station shall be provided with a 12-inch wide by 18-inch-high identification sign
using the three (3) inch high reflective letters Futura font, and should be designed to
resist fading with the following information:
'City logo'
Pump Station No. _
(Red) Emergency Call: 305-673-7625
I. All concrete associated with the pump station shall be 4,000 psi or greater at 28 days
and shall have admixtures as required protect concrete from the corrosive effects of the
raw sewage and hydrogen sulfide.
J. Wet well to be a minimum of eight (8) feet in diameter and conform to ASTM C478 for
precast concrete manholes with eight (8) inch thick walls (minimum).
K. Use 316 stainless steel produced in America for all metal hardware inside in the valve pit
and wet well.
* Paint exterior of the valve pit and wet well with two (2) coats of Koopers Bitumastic No.
300M alternate color. (Dry thickness of eight (8) mils thick per coat.)
M. Interior of wet well shall be with a 100% solids hydrogen sulfide resistant epoxy coating
system, subject to review and approval by the City or designee.
N. Security light shall be mounted on a ten (10) foot corrosion proof metal pole with a red
alarm light on top. Mounted on the pole shall be an on -off switch enclosed in a NEMA 4x
enclosure located 42 inches above grade.
O. Provided a lightning arrester for the control panels.
P. Provide two (2) inch diameter water service to pump station with one (1) inch hose bib
and back flow preventer with tamper resistant housing.
2.13 ODOR CONTROL
A. All submersible pump stations shall have a minimum 6-inch diameter DI pipe vent with
activated carbon vent cover, Polylok or equal, installed above flood elevation.
B. At the request of the City, some pump stations may be required to have odor control
systems. Depending on pump station conditions, odor emission, and proximity to
residents or businesses a Vapex Nano or Biorem odor control systems shall be
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Public Works Manual
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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provided. Vent size shall be calculated according to size of pump station and design flow
rates.
2.14 SUBMERSIBLE PUMPS
A. All typical submersible pump stations shall have at least two (2) centrifugal pumps, one
primary and one backup. Proposed pumps shall be installed within a minimum 8 feet
diameter wet well. Well depth shall be selected as to provide adequate operating volume
to assume that the manufacturer's allotted maximum number of pump starts per hour is
not exceeded. Control volumes shall also be managed to allow for a minimum of 2 to 3
starts per hour to prevent septic conditions from occurring.
B. Pump shall be totally submersible, non -clogging, electrically operated, designed
specifically for use in municipal wastewater applications and capable of handling raw
unscreened sewage. Pump shall be Flygt/Xylem, ABS, or as otherwise approved by the
City.
C. The pump discharge elbow connection for all submersible pumps shall be metal to metal
connection capable of accepting Flygt/Xylem CP or NP pump models. The base elbow
shall be a product of the pump manufacturer and not a third -parry fabricator.
D. Sealing of the pumping unit to the discharge connection shall be accomplished by a
machined metal to metal watertight contact. Sealing of the discharge interface with a
diaphragm, O-ring, or profile gasket shall not be acceptable.
E. Top slab shall be minimum 12-inch thick reinforced with aluminum hatch per Section
2.16.
F. Pump stations are to be designed to have a primary pump in operation and to alternate
the start between pumps.
2A5 HATCHES
A. Access hatches, frames, and covers shall be heavy-duty aluminum with stainless steel
hinges and bolts, capable to resist an occasional AASHTO H-2044-wheel load per
AASHTO M-306. Watertight hatches may be required depending on the application, as
determined by the Engineer, or as required by regulatory agencies. Hatches rated for
pedestrian loads are not accepted.
B. The hatches shall be equipped with spring -loaded covers for easy opening, 90-degree
hold -open arms, handgrips, and safety chains. Access hatches shall be furnished with a
stainless -steel hasp for padlocking. All hardware shall be American Iron and Steel
Institute (AISI) Type 316 stainless steel produced in America.
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
C. The aluminum shall conform to ASTM B209 and shall be Aluminum Association (AA)
Designation 601 Aluminum sheets and plates shall be alloy 5086-Hl16 conforming
with the standards of ASTM B203.
D. After forming and welding operations, and before assembly, each piece of aluminum
shall be finished (anodized) in accordance with Aluminum Association Designations: AA-
M10C11C21A41, with minimum 0.8 mil coating.
E. The area in contact with concrete to be painted with self -priming bituminous coating, with
a minimum solid content of 68% by volume following ASTM D4.
2.16 CONTROL PANEL AND EQUIPMENT
A. City of Miami Beach Building Department is to review, approve, and inspect electrical
portion of the pump and controls.
B. Panel to be free-standing NEMA 4x, type 316 stainless steel (produced in America)
enclosure for outdoor duty.
C. Per RER-DERM requirements, bottom of control panel elevation shall exceed the
following criteria:
1. 100-year flood elevation + 1 foot + sea level rise (SLR) for non -critical pump stations
2. 100-year flood elevation + 2 foot + SLR for critical pump stations
3. Critical pump stations are those that require a standby generator due to discharge to
a force main size equal to or greater than 12 inches and/or the station repumps
upstream stations.
D. Control panel shall include:
1. Main circuit breaker disconnect
2. Combination circuit breaker type
3. NEMA rated motor starters, 240 volt (V) or 480 V, 3 phase, depending on pump size
4. 120V ground fault receptacle
5. Wireless telemetry system
6. Per RER-DERM requirements, the following elapsed time docks (at a minimum,
more require docks if more pumps in station) shall be provided:
a. Pump 1 running
It. Pump 2 running
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
c. Pump 1 and Pump 2 running simultaneously
d. Punp 1 running 1-SAM
e. Pump 2 running 1-5AM
E. Provide wireless telemetry system for remote indication of:
1. Pump 1 running
2. Pump 1 in AUTO `
3. Pump 1 alarm
4. Pump 2 running
5. Pump 2 in AUTO
6. Pump 2 alarm
7. Wet well high level alarm
8. Wet well low level alarm
9. Wet well level (if a level transducer is provided)
10. LCP intrusion alarm
11. Pump station discharge header pressure (if pressure transducer is provided)
12. Pump station discharge flow rate (if flow meter is provided)
13. Pump station discharge total flow (daily running total) [if flow meter is provided]
I
14. Pump station discharge total flow (previous 24 hours) [if flow meter is provided]
15. Power fault
16. Power loss
17. Generator operating (if a generator is provided)
18. Generator cool down (if a generator is provided)
19. General fuel tank level (if a generator is provided)
F. All required telemetry conduits shall be installed on PVC conduit 2-inch diameter
Schedule 40.
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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G. Telemetry to have uninterruptible power supply (UPS) system.
H. Control system shall be operated with a submersible level transducer in normal
operation with backup float switches with a minimum of five (5) floats.
I. Operation of Pump Stations: The pump station shall be operated based on the following
five level control points. The low level all pumps off and high level all pumps on shall be
float operated. Pumps off, lead pump on, and lag pump on shall be level transducer
controller. Three additional floats shall be installed to meet these operating points should
the level transducer fail to operate. Manual switch shall be provided to toggle between
level transducer and float control.
1. Low water cut off point elevation
2. Pumps off point elevation
3. Lead pump start point elevation
4. Lag pump start point elevation
5. High water alarm point elevation
PART 3 - EXECUTION
3.01 PREPARATION
A. Permits: The Contractor shall obtain all required right-of-way, City Building Department,
and regulatory permits prior to commencing any work.
B. Maintenance of traffic (MOT) shall be provided by the Contractor in accordance with
Section 1 of the City of Miami Beach Public Works Manual.
C. Flow Control
1. Flow control shall be exercised as required to ensure that no flowing sewage comes
into contact with sections of the manhole or sewer pipe under construction.
2. Plugging and blocking of flow: A sewer line plug shall be inserted into the line at a
manhole upstream from the section where work Will be occurring. The plug shall be
so designed that all or any portion of the sewage flows can be released. During the
inspection, testing, and replacement portion of the construction, flows shall be shut
off or substantially reduced as indicated by the City. The upstream manholes shall be
constantly monitored for degree of surcharging. After the testing, inspection, or repair
is complete, flows shall be restored to normal level.
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2699 of 3458
Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
3. Pumping and bypassing of flow: Wherever lines are blocked off and the possibility of
backing up the sewage and causing harm to public and private property is foreseen,
it shall be the Contractor's responsibility to bypass flow from manhole to manhole.
D. Sewer Bypass Pumping
1. Sanitary sewer flows shall be controlled through the section of pipeline and pump
stations where work is being performed. Under no circumstances can portions of the
system be removed from service for periods of time in excess of that approved by
the City of Miami Beach Public Works Department.
2. The Contractor shall be responsible to assess conditions and capacities of the
existing sewer lines and pump stations, in coordination with City of Miami Beach
Public Works Department, and accommodate the flows in the project workplan in
order to implement an acceptable bypass pumping plan at no additional cost to the
city.
3. Bypass pumping will be required for all sewers and pump station reconstruction that
would result in shutdown of existing facilities. The Contractor shall supply the
necessary pumps, conduits, and other equipment to not only divert flow around the
pump station, manhole, or section of pipe in which work is to be performed, but also
to transmit the flow in downstream sewer lines and/or pump stations without
surcharge.
4. The bypass systems shall be of sufficient capacity to handle existing flows plus
additional flows that may occur during periods of high tide or rainfall. In addition to
the primary bypass pumping system emergency backup pumping capability, such as
a vacuum truck with minimum capacity of 1,000 gallons, must be available within one
(1) hour in case of emergency.
5. The Contractor shall be responsible for furnishing the necessary labor, power
(including Florida Power & Light [FPL] temporary power as warranted), and
supervision to set up and operate the pumping and bypass systems.
6. All bypass pumping units shall incorporate sound attenuated enclosures and utilize
hospital grade silencers where generators are required to comply with the noise
requirements of City of Miami Beach Code of Ordinances, Chapter 46, Article IV.
7. Contractor shall have personnel present at all times during bypassing operation.
Bypassing in the roads or within pedestrian traffic areas shall not result in or pose a
hazard to pedestrians or traffic.
E. Pre -Shutdown Inspections
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
FINAL
1. The following requirements apply to shutdowns for all non -emergency work. These
requirements may be waived at the sole discretion of the City of Miami Beach Public
Works Department for emergency work.
2. Shutdowns must be scheduled with the City one (1) week in advance.
3. Prior to the shutdown for tie in of any sewer mains, the City shall perform an on -site
inspection in order to verify the following:
a. Size of pipe
b. Materials on -site
4. If this inspection does not occur or parts are missing, the shutdown will be canceled.
5. City shall be provided with a minimum of 48 hours notice for pre -shutdown
inspection.
6. All shutdowns shall occur at night.
7. The City can, at any time, cancel scheduled shutdowns due to inclement weather
events and/or special events.
3,02 INSTALLATION OF PIPES AND APPURTENANCES
A. All ductile iron pipes shall be installed true and straight in accordance with AW WA C600.
Allowable pipe deflection shall not exceed 50% of the maximum deflection, as
recommended by the pipe manufacturer.
B. Detector Tape: All pipes shall have 3-inch-wide metal green detector tape for force
mains. The words "CAUTION FORCE MAIN BURIED BELOW" on the upper side of the
pipe shall be printed at 30-inch intervals along the tape. Tape shall be placed 18 inches
below grade above all force mains or as recommended by manufacturer. Non-metallic
tape shall be used above ductile iron pipe.
C. All HOPE pipe shall be furnished and installed with tracer wire. Special care in handling
shall be exercised during delivery, distribution, and storage of tracer wire to avoid
damage and unnecessary stresses. Damaged tracer wire will be rejected and shall be
replaced at the Contractor's expense. The tracer wire shall have water -blocking
characteristics, be corrosive resistant, and have UV protection. The tracer wire shall be
copper or copper clad steel with polyethylene insulation and core material of woven
polyester and water blocking polyester yarns. The wire shall have an outer jacket of
high -density polyethylene. The wire shall be HDD-CCS PE45 as manufactured by Pro
Trace: or Soloshot EHS by Copperhead Industries, or approved equal.
Manufacturer/distributor furnished water -blocking connectors and locate clip shall be
used as needed. Wire to be strapped to pipe at maximum 10 feet intervals, and the wire
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Section 16, Sanitary Sewer Force Mains and Pump Stations September 2021
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is to be brought up at each valve box, leaving and excess length of four (4) feet of wire
coiled at each valve. Refer to Standard Detail for additional information. At the force
main pressure test, a continuity test shall be performed by the Contractor. The continuity
test shall be witnessed and approved by the City's Representative and Engineer of
Record.
D. Bedding and initial backfill shall be in accordance with City of Miami Beach Public Works
Manual Section 10 and Standard Detail 16-4 for DI pipe.
E. DI pipe shall be laid with minimum vertical cover of 48 inches.
F. Vertical cover 36 inches to 48 inches below finish grade may be approved on a case -by -
case basis by the City of Miami Beach Public Works Department.
G. For vertical cover 30 inches to 36 inches below finish grade, use ductile iron pipe Class
53.
H. For vertical cover less than 30 inches below finish grade, use concrete slab as per
Standard Detail 16-7; use of this Standard Detail requires written approval from the City
of Miami Beach Public Works Department.
I. Pipe and accessories shall be carefully lowered into the trench by means of derrick,
ropes, belt slings, or other authorized equipment. Under no circumstances shall any of
the stonnwater-line materials be dropped or dumped into the trench.
J. Care shall be taken to avoid abrasions of the pipe coating. Except where necessary in
making connections with other lines, pipe shall be laid with the bells facing in the
direction of laying. Defects in coating are to be field repaired.
K. The full length of each section of pipe shall rest solidly upon the completed pipe bed,
with recesses excavated and shaped to accommodate bells, couplings, and joints. Pipe
that has the grade or joint disturbed after laying shall be taken up and re-laid.
L. City oversees connection between the old and new pipes and all wet taps on existing
piping. ALL TAPS MUST BE WITNESSED BY THE CITY. Size -on -size taps are not
allowed unless approved in writing by the City of Miami Beach Public Works
Department. Tapping sleeve glands shall be tested and pass a pressure test of 100 psi
for two (2) hours before the pipe is tapped.
M. CITY TO OPERATE ALL EXISTING VALVES. VALVES BETWEEN EXISTING AND
NEW WORK SHALL BE OPERATED BY CITY PERSONNEL. UNDER NO
CIRCUMSTANCES SHALL THE CONTRACTOR'S PERSONNEL OPERATE ANY
SUCH GATE OR VALVE.
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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3.03 SETTING OF VALVES AND BOXES
A. Install where ^hawn or specified and set plumb. Valve boxes shall be centered on the
valves and set plumb at finish grade. Boxes shall be installed over each plug valve
unless otherwise shown.
B. Where feasible, valves shall be located outside the area of roads and parking. Earth fill
shall be carefully tamped around each valve box to a distance of 4 feel on all sides of
the box, or to the undisturbed trench face if less than 4 feel.
C. There shall be a valve at all branches, tees, and crosses. Valve shall have the lop of the
operating nut located at maximum of 12 inches below the finished grade.
D. Valve boxes shall have a 24-inch by 24-inch by 8-inch reinforced concrete collar
surrounding it in accordance with Standard Detail 16-9.
3.04 INSTALLATION OF ACCESS PITS AND MANHOLES FOR VALVING
A. Location of check valves and plug valves inside the vault pit shall be staggered. Check
levers shall be on the inside. Plug valves shall have hand wheels. Provide a minimum of
one (1) foot horizontal, one (1) foot vertical distance from piping to bottom interior of pit
walls. Install a 2-1/2 inch liquid -filled pressure gauge on each check valve with 1/2-inch
316 stainless steel (produced in America) isolation valve, diaphragm protection seal, and
NPT 316 stainless steel fittings (produced in America).
B. Air release valves are to be located in manholes or access pits large enough to allow
maintenance of the equipment.
C. Valve pits that are adjacent to wet wells shall be drained to wet well with a two (2) inch
PVC pipe with rubber ring compression joints. PVC shall be sloped, with a'P" trap inside
the wet well.
D. Access hatches shall be provided per Section 2.16.
E. Ladders shall be provided for all vault pits.
3.05 AERIAL CROSSINGS
RESERVED
3.06 INSTALLATION OF PUMP STATION
A. Install pumps and equipment in accordance with manufacturer's printed specifications.
B. The last run of sewer main between the receiving manhole and the wet well shall be DI
pipe.
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C. Valves and piping shall be supported with concrete supports.
D. All wall openinge around pipes are to be R2aled with non -shrink grout. Use of link seals
for pipe wall penetrations is also acceptable.
3.07 FLUSHING AND TESTING
A. Force mains shall be cleaned and Flushed prior to pressure testing, with sufficient
pressure to displace all test water and to remove sand, mud, or other deposits. If
necessary, other approved methods must be used to ensure the removal of all such
deposits. Water used shall be metered and paid for by the Contractor.
B. Mains shall be tested as a whole or in sections between line valves, unless otherwise
specified or approved by the City. Unless otherwise approved by the City, the total
length of pipe for any single test shall not exceed 2,000 feet.
C. The complete force main system shall be pressure tested. The pressure test shall be for
two (2) hours at 100 psi minimum test pressure in accordance with AW WA C600. No
more than five (5) psi drop over the duration of the test. Final approval will be based on
leakage test results. The maximum allowable leakage shall be determined by following
AW WA formula:
_SxDxf
L 148,000
Where:
D = Pipe diameter in inches
S = Length of lines in lineal feet
P = Average test pressure in psi
L = Allowable leakage for system in gallons per hour
The pressure test shall be witnessed by a representative of the City of Miami Beach
Public Works Department and the Engineer of Record or his/her representative.
3.08 PROJECT CLOSEOUT
A. Refer to Section i of the City of Miami Beach Public Works Manual for project closeout
requirements.
3.09 AS BUILT DRAWINGS
A. Refer to Section 8 of the City of Miami Beach Public Works Manual for as -built drawing
requirements.
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Section 16. Sandary Sewer Force Mains and Pump Stations September 2021
FINAL
STANDARD DETAILS
Standard Details for sanita y -ewer force mains and pump stations are presented on the
following pages.
Minimum criteria are presented in these Standard Details. The Engineer of Record shall verify
and modify the information shown as required to meet design intent and comply with all
applicable Local, State, and Federal codes, standards, and regulations. All designs documents
must be signed and sealed by a State of Florida licensed Engineer and signed and sealed
calculations must be provided as applicable.
It is the responsibility of the user to familiarize him/herself will all Sections of the City of Miami
Beach Public Works Manual that are applicable to the proposed work.
Projects shall not be constructed in the City of Miami Beach without all appropriate Local, State,
and Federal approvals.
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Section 16. Sanitary Sewer Force Mains and Pump Stations September 2021
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LIST OF DETAILS
DETAIL 16-1
VERTICAL SEPARATION AND JOINT SPACING AT CROSSING
DETAIL 16-2
HORIZONTAL SEPARATION FOR PARALLEL MAINS
DETAIL 16-3
EXCEPTIONS TO MINIMUM SPACING REQUIREMENTS
DETAIL 16-4
TYPICAL TRENCH SECTION FOR DIP
DETAIL 16-5
UTILITY CROSSING DETAIL
DETAIL 16-6
RESERVED
DETAIL 16-7 REINFORCING CONCRETE SLAB FOR GROUND COVER LESS THAN 30
INCHES
DETAIL 16-8 TRACER WIRE DETAIL
DETAIL 16-9 VALVE COLLAR DETAIL AND VALVE BOX INSTALLATION
DETAIL 16-10 NO. 52 VALVE BOX
DETAIL 16-11 NO. 53 VALVE BOX
DETAIL 16-12 POLYETHYLENE ENCASEMENT FOR DUCTILE IRON PIPES AND
FITTINGS
DETAIL 16-13 RESTRAINING DETAIL
DETAIL 16-14 RESTRAINING SECTION
DETAIL 16-15 RESTRAINING SCHEDULE
DETAIL 16-16 FORCE MAIN ENTERING MANHOLE
DETAIL 16-17 AUTOMATIC AIR RELEASE VALVE
DETAIL 16-18 PUMP STATION NOTES
DETAIL 16-19 SUBMERSIBLE PUMP STATION PUMP DATA
DETAIL 16-20 WET WELL AND VALVE PIT PLAN
DETAIL 16-21 WET WELL AND VALVE PIT TYPICAL SECTION
DETAIL 16-22 WET WELL JOINT DETAIL AT BASE
DETAIL 16-23 WET WELL JOINT DETAIL
DETAIL 16-24 VALVE PIT DETAIL AT BASE
DETAIL 16-25 TYPICAL TOP SLAB WALL JOINT
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DETAIL 16-26 HOSE BIB DETAIL
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CROSSING VERTICAL SEPARATION
WATER MAIN
6' MIN. OUTSIDE OF PIPE
TO OUTSIDE OF PIPE
(12" PREFERRED)
I STORMWATER OR SANITARY 1
SEWER GRAVITY MAIN
WATER MAIN
12' OUTSIDE OF PIPE TO
OUTSIDE OF PIPE
/ STORMWATER OR SANITARY \
SEWER FORCE MAIN
12' OUTSIDE OF PIPE TO
OUTSIDE OF PIPE
IW,IF WATER MAIN
:1 : :• .e r- :1
•' :� a r- r' : �
a
JOINT SPACING AT CROSSING
J3' MIN. STORMWATER
GRAVITY MAIN
OR FORCE MAIN
MAIN
J6' MIN. I SANITARY SEWER
GRAVITY MAIN OR
FORCE MAIN
N �l . I � •- rur �
E 1. SEPARATIONS SHALL BE MEASURED OUTSIDE EDGE TO OUTSIDE EDGE.
2. MINIMUM SPACING REOUIREMENTS PER FAC 62-555.314.
3, REFER TO 16-3 FOR EXCEPTIONS.
2 .r.nofo we..n a m..
WORKS DEPARTMENT nn VERTICAL SEPARATION AND JOINT 16-1
PUBLIC
,R ,. ,, , SPACING AT CROSSING
WATER MAIN
3' MINIMUM OUTSIDE , PIPE TO
OUTSIDE OF PIPE
STORMWATER GRAVITY
MAIN OR FORCE MAIN
.s",.:1: Ic , . ._ ,:,
WATER MAIN
6' MINIMUM OUTSIDE OF PIPE TO OUTSIDE
OF PIPE (10' PREFERRED) SEE NOTE 2.
SANITARY SEWER GRAVITY
MAIN OR FORCE MAIN
I mn III I R KJW;7!7" w falmlg I a FIN MARVATA:
NOTES.
1. SEPARATIONS SHALL BE MEASURED OUTSIDE EDGE TO OUTSIDE EDGE.
2. GRAVITY SEWER ONLY MAY BE REDUCED TO 3 FEET WHERE BOTTOM OF WATER MAIN
IS AT LEAST 6 INCHES ABOVE TOP OF SEWER.
1. MINIMUM SPACING REQUIREMENTS PER FAC 62-555.314.
4. REFER TO 16-3 FOR EXCEPTIONS.
A` I HORIZONTAL SEPARATION FOR 6-2
PUBLIC WORKS DEPMiW— PARALLEL MAINS
WHERE IT IS NOT TECHNICALLY FEASIBLE OR ECONOMICALLY SENSIBLE TO COMPLY WITH THE REQUIREMENTS OF FAC
62-555.314 (1) OR (2),THE FLORIDA DEPARTMENT OF HEALTH SHALL ALLOW EXCEPTIONS TO THESE REQUIREMENTS
IF SUPPLIERS OF WATER OR CONSTRUCTION PERMIT APPLICANTS PROVIDE TECHNICAL OR ECONOMIC JUSTIFICATION
FOR EACH EXCEPTION AND PROVIDE ALTERNATIVE CONSTRUCTION FEATURES THAT AFFORD A SIMILAR LEVEL OF
REUABIUTY AND PUBLIC HEALTH PROTECTION. ACCEPTABLE ALTERNATIVE CONSTRUCTION FEATURES INCLUDE THE
FOLLOWING:
X- LESS THAN REQUIRED
BUT NOT LESS THAN 3 FEET
1N
WHERE AN UNDERGROUND WATER MAIN IS BEING LAID LESS THAN THE REQUIRED MINIMUM HORIZONTAL DISTANCE
FROM ANOTHER PIPELINE AND WHERE AN UNDERGROUND WATER MAIN IS CROSSING ANOTHER PIPEUNE AND JOINTS
IN THE WATER MAIN ARE BEING LOCATED LESS THAN THE REQUIRED MINIMUM DISTANCE FROM JOINTS IN THE
OTHER PIPELINE:
1. USE OF PRESSURE -RATED PIPE CONFORMING TO THE AMERICAN WATER WORKS ASSOCIATION STANDARDS
INCORPORATED INTO RULE 62-555.330, F.A.C., FOR THE OTHER PIPELINE IF IT IS A GRAVITY -OR
VACUUM -TYPE PIPELINE;
2. USE OF WELDED, FUSED, OR OTHERWISE RESTRAINED JOINTS FOR EITHER THE WATER MAIN OR THE OTHER
PIPEUNE; OR
3. USE OF WATERTIGHT CASING PIPE OR CONCRETE ENCASEMENT AT LEAST FOUR INCHES THICK FOR EITHER
THE WATER MAIN OR THE OTHER PIPELINE.
WATER MAIN
X= LESS THAN 3 FEET IY- LESS THAN REQUIRED
WHERE AN UNDERGROUND WATER MAIN IS BEING LAID LESS THAN THREE FEET HORIZONTALLY FROM ANOTHER
PIPELINE AND WHERE AN UNDERGROUND WATER MAIN IS CROSSING ANOTHER PIPELINE AND IS BEING LAID LESS
THAN THE REQUIRES MINIMUM VERTICAL DISTANCE FROM THE OTHER PIPEUNE:
USE OF PIPE, OR CASING PIPE, HAVING HIGH IMPACT STRENGTH (I.E.. HAVING AN IMPACT STRENGTH AT LEAST
EQUAL TO THAT OF 0.25-INCH-THICK DUCTILE IRON PIPE) OR CONCRETE ENCASEMENT AT LEAST FOUR INCHES
THICK FOR BOTH THE WATER MAIN AND FOR THE OTHER PIPELINE IF IT IS NEW AND IS CONVEYING WASTEWATER
OR RECLAIMED WATER.
o Tme
PUBLIC WORKS DEPARTMENT EXCEPTIONS TO MINIMUM 16-3
,,,, ,....... SPACING REQUIREMENTS
SPRING LINE OF PIPE
BOTTOM OF ROADWAY
BASE OR EXISTING GROUND
PIPE O.D. P 5 24 INCHES
1R01a 1NDTN
SECTION VIEW
FOR PAVEMENT RESTORATION REFER
TO CITY OF MIAMI BEACH PUBLIC
WORKS MANUAL SECTION 10.
SUITABLE BACKFlLL PLACED
AND COMPACTED TO AT LEAST
98% OF MAXIMUM DENSITY, 3
1/2- MAXIMUM SIZE, 6- LIFTS,
PER AASHTO SPEC No. T-180.
SELECT BACKFlLL PLACED AND
COMPACTED TO AT LEAST 98%
OF MAXIMUM SIZE, 6- LIFTS,
PER AASHTO SPEC. No. T-180.
FOUNDATION REWIRED
IN UNSTABLE SOILS.
SEE NOTE No. 3
NOTES:
1. UNLESS OTHERWISE SPECIFIED, BEDDING MATERIAL SHALL CONSIST OF COMPACTED WASHED AND GRADED
LIMEROCK (3/8--7/8-). 6- LIFTS.
2. WHERE REWIRED, SHEETING AND SHORING SHALL BE IN ACCORDANCE WITH SPECIFICATIONS IN THE CITY OF
MIAMI BEACH PUBLIC WORKS MANUAL SECTION 10.
3. WHERE UNSTABLE SOILS ARE ENCOUNTERED, INCLUDING PEAT, MUCK OR OTHER ORGANIC SOILS. ELASTIC SILT
t AND CLAYS BELOW THE WATER TABLE, A FOUNDATION IS REQUIRED. FOUNDATION MATERIAL SHALL BE SELECT
BACKFlLL MATERIAL, 2" MAXIMUM SIZE. 6- LIFTS, COMPACTED TO AT LEAST 98% OF MAXIMUM DENSITY DENSITY
PER AASHTO SPEC. No. T-180. EXTEND EXCAVATION AT LEAST 2' DEEPER FOR FOUNDATION UNLESS SUITABLE
MATERIAL IS FOUND AT A LESSER DEPTH. GRATER DEPTHS MAY BE REWIRED FOR EXTREMELY POOR CONDITIONS.
' I BEACH �
TYPICAL TRENCH 6
-4
u
ry!!m„0,,,,os„°HFµTT!� SECTION FOR DIP
FINISHED GRADE
FITTING TYPE
N.T.S.
DEFLECTION TYPE
N.T.S.
1. DEFLECTION ANGLE NOT TO EXCEED 50% OF MANUFACTURER'S RECOMMENDED
MAXIMUM JOINT DEFLECTION.
2. PIPE CLEARANCES SHALL BE PER FAC AND DETAIL 16-1
• �C H �...
PUBLIC MRKS DEPARTMENT UTILITY CROSSING DETAIL 16-5
RESERVED
e
s
e
i
.E
RESERVED 16-6
PUBLIC WORKS DEPARTMENT
6- WATER, SEWER, OR
�STORMWATER MAIN
PROFILE
VIEW
N. T. S.
GROUND OR
PAVEMENT SURFACE
LIMEROCK BASE
1tl
l
>
�CONCRETE SLAB
6'
#4 BARS *12' 0-C EA.
12'
12'
12'
WAY TOP h BOTTOM
MIN.
MIN.
MIN.
WATER, SEWER, OR
STORMWATER MAIN
COMPACTED FlLL
SECTION
VIEW
NOTES:
1. ALL REINFORCING BARS SHALL BE ASTM A615 GRADE 60. ALL REINFORCING STEEL SHALL BE FROM
DOMESTIC MILLS AND SHALL HAVE THE MANUFACTURER'S MILL MARKING ROLLED INTO THE BAR
WHICH SHALL INDICATE THE PRODUCER, SIZE, TYPE, AND GRADE. REBAR COVER PER ACI 350.
2. FOR PIPE DIAMETER GREATER THAN 30-INCHES, REINFORCING CONCRETE SLAB TO BE DESIGNED
BY A STATE OF FLORIDA ENGINEER AND SUBMITTED TO THE CITY OF MIAMI BEACH PUBLIC WORKS
DEPARTMENT FOR APPROVAL
3. USE OF THIS STANDARD DETAIL REQUIRES WRITTEN APPROVAL FROM THE CITY OF MIAMI BEACH
PUBLIC WORKS DEPARTMENT.
4. EXTEND CONCRETE SLAB UNTIL COVER EXCEEDS 30 INCHES.
5. CONCRETE TO BE 3,ODO PSI.
6. AIR RELEASE VALVES (ARV) ARE REOUIRED ON SEWER FORCE MAINS ONLY.
REINFORCING CONCRETE SLAB FOR 1 16-7
PUBLIC WORKS D[YMRNlKrt GROUND COVER LESS THAN 301NCHES
- L-
PIG TAIL 3' OF WIRE
AFTER PASSING THROUGH
SPLIT BOLT.
WIRE
MAIN
TRACER VAF
`1/4' X 3/4' SPLIT BOLT
CONNECTION (SEE DETO
TRACER WIRE SPLICING
N.T.S.
PLASTIC TIE STRAPS TO BE PLACED
WITHIN 18' OF ALL SPLICES, CONNECTIONS,
OR TERMINATION, MAXIMUM SPACING 10 FEE''
[111412w2141tolmoll"m
NOTES:
1. TRACER WIRE SHALL BE INSTALLED ON ALL UNDERGROUND HOPE PIPING.
2. THE ENDS OF ALL TRACER WIRES, WHETHER THEY ARE SPLICED, CONNECTED, OR TERMINATED, SHALL
HAVE THE LAST THREE INCHES PIG TAILED AS DETAILED HEREON.
3. AFTER INSTALLATION OF THE TRACER WARE THE SYSTEM SHALL BE SUBJECTED TO TESTING, PRIOR
TO BACK FILL, IN ORDER TO ESTABLISH THAT THE SYSTEM IS FUNCTIONAL.
4. THE EXTERNAL COLOR OF THE LOCATE WIRE SHALL FOLLOW THE APWA UNIFORM COLOR CODE AS
FOLLOWS:
RED: ELECTRIC
YELLOW: GAS
BLUE:POTABLE WATER
GREEN:SEWER OR STORMWATER
16-8
PUBO WORKS DEPARTME11 NT I _ TRACER WIRE DETAIL
MIAMI BEACH PUBLIC WORKS
3' DIA BRONZE DISCCOLLAR
ANCHORED
IN OR
VALVE S12E AND TYPE .BPW ASPHA TR ETE AS REWIRED (CAST IN
(GV, BV, OR PV) �6" GV PLACE OR EPDXY FlLL)
YEAR INSTALLED 2002
SEWER
- 20 �..
USAGE m
3'
OPENING DIRECTIONS,
NUMBER OF TURNS CAST INTO CONCRETE OR
DRILL i(e' HOLE EPDXY FILL
VALVE IDENTIFICATION MARKERS (TAG)
N. T. S.
24'.24'.8THICK
VALVE CONCRETE COLLAR
FICATION
MARKER
r VALVE COVER LETTERED
'S' FOR SEWER.
MIN. z
eo
S
r
rD v a
1 K3 CONTINUOUS 12"
MIN. 6' LAP
VALVE COVER
24'x24'x8' THICK
CONCRETE COLLAR
1 /3 CONTINUOUS 12 /—FINISHED
MIN. 6' LAP, (TYP.) r1 TIP.' / GRADE
6x6 — W1.4z1.4J ,
CONTINUOUS MAT CAST IRON VALVE BOX
— PER 16-10 OR 16-11
NOTE:
1. ENTIRE MARKER TO BE COATED WITH EPDXY ADHESIVE TO PREVENT TARNISHING (1/16" MIN. OFT).
AND VALVE BOX INSTALLATION
rusuc woRKa ocFwRTreKr --�- VALVE COLLAR DETAIL 16-9
(2) PENETRATING
PICKHOLES
O 15 1/q
J
BOX PLAN COVER PLAN
N. T. S.
N.T.S.
14
SECTION
N.T.S.
NOTES:
2
SECTION
N.T.S.
1. USF 7605 RING AND FB COVER.
d 2. MATERIAL ASTM—A48 CLASS 30B GRAY IRON.
H 3. MACHINE FINISH BOTTOM OF COVER AND SEAT OF FRAME.
4. THE LETTER 'S" SHALL BE CAST IN COVER FOR SANITARY SEWER FORCE MAINS.
5. ALL DIMENSIONS ARE NET CASTING. NOT PATTERN.
6. REFER TO DETAIL 16-9 FOR INSTALLATION REQUIREMENTS.
7. ALL SERVICE VALVE BOXES SHALL BE No. 52 VALVE BOXES.
It
....o.Eo �— ten.
PUBLIC WORKS DEPARTMENT -�'- 16-10
„��„E„o,,, TI.--,,,,ii4, ,I,. No. 52 VALVE BOX
(2) PENETRATING
O PICKMq.ES
_ O
J J
BOX PLAN COVER PLAN
.T N.S.
N.T.S.
20'
12•
n�
11 3/4' 1 3/1
n
SECTION
N.T.S.
SECTION
N.T.S.
NOTES,
1. USF 7635 RING AND FJ COVER.
2. MATERIAL ASTM—A48 CLASS 30B GRAY IRON.
3. MACHINE FINISH BOTTOM OF COVER AND SEAT OF FRAME.
y 4. ALL DIMENSIONS ARE NET CASTING, NOT PATTERN.
8 5. THE LETTER 'S' SHALL BE CAST IN COVER FOR SANITARY SEWER FORCE MAINS.
g 6. REFER TO DETAIL 16-9 FOR INSTALLATION REQUIREMENTS.
7. ALL MAIN VALVE BOXES SHALL BE No. 53 VALVE BOXES REGARDLESS OF SIZE.
9 �esvaxo 1 Con.n
PUBLIC WORKS DEPARTMENT No. 53 VALVE BOX 1 V_�
OVERLAP-pAl
CUT THE POLYETHYLENE TUBE 2 FT. LONGER THAN THE
LENGTH OF PIPE SECTION. SUP THE TUBE AROUND THE
PIPE SO AS TO ALLOW V OVERLAP AT EACH END.
OVERLAP THE OTHER PIPE SECTION AFTER PIPE IS
INSTALLED.
METHOD A (TUBE) OVERLAP
N.T.S.
OVERLAP
CUT THE POLYETHYLENE TUBE I FT. SHORTER THAN THE
LENGTH OF PIPE SECTIONS. SLIP THE TUBE AROUND THE
PIPE SO AS TO ALLOW 6' OF BARE PIPE AT EACH END.
BEFORE MAKING A JOINT. SLIP A 3' LENGTH OF
POLYETHYLENE TUBE OVER THE PRECEDING PIPE SECTION.
OVERLAP BY AT LEAST 1' AND SECURE AFTER JOINT IS
MADE.
METHOD B (TUBE) OVERLAP
N. T. S.
EACH SECTION OF PIPE, FITTINGS OR VALVE ETC. IS
COMPLETELY WRAPPED NTH A FLAT POLYETHYLENE
SHEET OVERLAP BY AT LEAST V AND METHOD C
PE (FLAT SHEET) SECURED.
METHOD C (FLAT SHEET) OVERLAP
N.T.S.
1. ALL UNDERGROUND DUCTILE IRON PIPES AND FITTINGS SHALL BE POLYWRAPPED. CONFORMING TO THE
REQUIREMENTS OF AWWA C105.
2. POLYETHYLENE TUBE AND SHEET SIZES PER AWWA C105 TABLE 1.
3. PIPE -SHAPED FITTINGS (BENDS, REDUCERS, ETC.) SHALL BE TREATED ACCORDING TO METHODS -A-
AND 'B'. ODD SHAPED FITTINGS (VALVES, TEES, ETC.) SHALL BE TREATED ACCORDING TO METHOD -C-.
4. 6' ADHESIVE TAPE SHALL BE USED TO SECURE ENCASEMENT,
5. SPECIAL CARE SHALL BE TAKEN TO PREVENT DAMAGE TO WRAPPING WHEN PLACING BACKFILL
6. REFER TO ASTM D1248 FOR APPROVED MATERIAL AND ACCESSORIES.
7. ONLY VIRGIN POLYETHYLENE MATERIAL HAVING A MINIMUM THICKNESS OF 8 MILS IS APPROVED.
POLYETHYLENE ENCASEMENT FOR 116-12
PUS LyG`WORKS DEPARTMENT DUCTILE IRON PIPES AND FITTINGS
W
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PUBLIC WORKS DEPARTMENT RESTRAINING DETAIL
16-13
5/8" PLATE, TACK —WELD
5/8" PLATE BRACKET
TO BRACKET.
WELDED FULL LENGTH
TO COLLAR.
1/4' (TYP.)
4'K3/4' COLLAR
7/8'BOLT (MIN.)
AMERICAN 316 STAINLESS
STAINLESS STEEL PLATE
STEEL ROD THREAD ENDS.
PAINT THREAD ENDS OF ALL
°O
RODS SUFFICIENTLY TO
ALLOW FOR PROPER TENSION.
3/8' (TYP.)
PIPE VARIES
COLLAR MADE OF 3/4'
STAINLESS STEEL PLATE,
ALLOY 304. 4" WIDE.
SECTION
N.T.S.
NOTES,
1. STAINLESS STEEL THREADED RESTRAINING RODS SHALL BE USED IN SITUATIONS WHERE MAINS ARE
CONNECTED TO FITTINGS, VALVES OR SPECIALS AND THE DISTANCE IS LESS THAN 16 FT.; OTHERWISE
USE MEGALUGS.
3
tl 2. REFER TO RESTRAINING SCHEDULE ON 18-15.
6
3. MINIMUM LENGTH OF PIPE TO BE RESTRAINED SHALL
BE IN ACCORDANCE WITH DIPRA THRUST
RESTRAINT DESIGN FOR DUCTILE IRON PIPE. LATEST
EDITION AND EBAA IRON'S RESTRAINT LENGTH
e CALCULATOR, LATEST VERSION FOR PVC PIPE.
�
.wn°�n
+rwro
nu
orris
RESTRAINING SECTION
16-14
PUBLIC WORKS OEPMTMENT°-
4 NOTE,
x
# 1. MINIMUM LENGTH OF PIPE TO BE RESTRAINED SHALL
BE IN ACCORDANCE WITH DIPRA THRUST
RESTRAINT DESIGN FOR DUCTILE IRON PIPE, LATEST
EDITION AND EBAA IRON'S RESTRAINT LENGTH
$6 CALCULATOR, LATEST VERSION FOR PVC PIPE.
4
t
.cc,mrED
�nxD
TD.D
D T-
�—
RESTRAINING SCHEDULE
6-1 5
PUBLIC WORKS DEPARTMENT
SANITARY SEWER OR STORMWATER FORCE
MAIN PRESSURE AT 100 P.S.I.
PIPE
SIZE
ROD
DIAMETER
N0. OF
RODS
8' k
SMALLER
3/4•
2
12'
3/L'
3
18'
3/4'
4
20'
1'
4
24'
3/4'
10
30'
1'
B
36'
1'
12
40'
1-1/4'
10
48'
1-1/4'
12
WATER MAINS.
PRESSURE AT 120 P.S.I.
PIPE
SIZE
ROD
DIAMETER
NO.OF
RODS
6"
3/4'
2
B.
3/4'
3
12'
3/4"
4
CORE DRILL OPENING
PRESSURE
FOR EXISTING MANH RE
TEST MIT
FORCE MAIN 90' FL BEND
EXISTING MANHOLE
CAST IN PLACE WALL
PIPE FOR NEW 6'
MANHOLE INSTALLATIONS.
SEAL WITH LINK
SEAL AND
NON —SHRINK GROUT
316 SS PIPE
SUPPORT GRAMTY SYSTEM
SUPPORT
Q
ROUGHEN CONCRETE,
APPLY BONDING AGENT,
GROUT FILLET
SECTION VIEW
N.T.S.
NOES
1.
FORCE MAIN TO ENTER MANHOLE AS CLOSE AS POSSIBLE TO 180' TO GRAVITY OUTLET.
2.
THE INVERT LEVEL OF FORCE MAIN AT POINT OF ENTRY SHALL BE 6' ABOVE INVERT OF
MANHOLE.
3.
CORE ENTRY ONLY INTO EXISTING MANHOLES
A.
i
A FLOW CHANNEL SHALL BE CONSTRUCTED INSIDE MANHOLE TO DIRECT INFLUENT INTO
FLOW STREAM.
5.
CONCRETE SHALL BE SEAL COATED WITH 16 MIL THICKNESS APPROVED EPDXY COATING.
6.
REFER TO SECTION 15 FOR GRAVITY SEWER AND MANHOLE SPECIFIC REQUIREMENTS.
7.
PIPE SUPOPORT(S) SHALL BE PROVIDED IN SUFFICIENT QUANTITY AND DESIGNED TO
$N
PROPERLY SUPPORT PIPE.
a
1
wwo�o
oeTw
6-1 6
PUBLIC WORKS
DEPARTMENT
FORCE MAIN ENTERING MANHOLE
FOR CLEAR COVER LESS
THAN 14" USE HINGE
TYPE MH (MIN. 5")
AUTOMATIC AIR
RELEASE VALVE
MATCH
FINISH GRADE
BRICK
9 Q5
EACH WAY
2" STAINLESS
STEEL BALL VALVE
20" PVC SHORT PIPE
(SCH. 40 OR C900) FOR
VALVE HOUSING (EXTEND
PIPE TO TOP OF MAIN)-
2" PVC PIPE (SCH. 80)
THREADED AT BOTH ENDS
NOTES:
RING AND COVER TO BE USF
RING 310 AND 'OE' TYPE
COVER NTH THE WORDS
SEWER CAST IN THE COVER
TYPE II CONCRETE
TALL AROUND
i; �5'x5'x8' MIN. THICKNESS
CONCRETE SLAB FOR
MANHOLE FOUNDATION WITH
24"0 OPENING ON CENTER
BRONZE NIPPLE
FILL WITH SAND
2" BRONZE
THREADED COUPLING
1 1/2" x 2"
CORPORATION STOP
FORCE MAIN AT _
HIGHEST ELEVATION
MAKE TAPPING CONNECTION
PRIOR TO PIPE INSTALLATION
AND RESTORE CERAMIC
LINING AROUND THE AIR
RELEASE VALVE CONNECTION
1. REFER TO SPECIFICATIONS FOR ARV REQUIREMENTS.
2. METALLIC THREADS TO BE COATED NTH BITUMASTIC COATING.
3. INSTALL TAPPING SADDLE FOR THICKNESS CLASS D.I. MAINS 4" h SMALLER, PRESSURE
CLASS D.I. MAINS 8" h SMALLER, OR WHEN MAIN IS PVC OR HOPE.
4. ALL TAPS MUST BE WITNESSED BY CITY OF MIAMI BEACH PERSONNEL.
" PUBLIY
WORKS DEPARTMENT IAUTOMATIC AIR RELEASE VALVE 16-1 ]
C L
1. THE STANDARD DETAILS PRESENTED HEREIN ARE NOT
CONSTRUCTION DRAWINGS, BUT ARE GUIDELINES FOR MINIMUM
DESIGN REQUIREMENTS. THE ENGINEER OF RECORD SHALL VERIFY
AND MODIFY INFORMATION SHOWN IN ACCORDANCE WITH ALL
APPLICABLE CODES AND STANDARDS TO COMPLY WITH THE
REQUIREMENTS OF THEIR DESIGN AND CITY REQUIREMENTS.
2. PUMP STATIONS SHALL BE DESIGNED BY A STATE OF FLORIDA
ENGINEER. SIGNED AND SEALED CALCULATIONS MUST BE PROVIDED
TO SUPPORT HYDRAULIC AND STRUCTURAL DESIGN. SIGNED AND
SEALED BUOYANCY CALCULATIONS MUST ALSO BE PROVIDED FOR
UNDERGROUND STRUCTURES.
3. MINIMUM CONIC. STRENGTH AT 28 DAYS:
FC'=4000 PSI (TYPE II CEMENT)
4.ALL REINFORCING BARS SHALL BE ASTM A615 GRADE 60. ALL
REINFORCING STEEL SHALL BE FROM DOMESTIC MILLS AND SHALL
HAVE THE MANUFACTURERS MILL MARKING ROLLED INTO THE BARS
WHICH SHALL INDICATE THE PRODUCER, SIZE, TYPE, AND GRADE.
REBAR COVER PER ACI 350.
5. WET WELL EPDXY COATING, AS SELECTED BY ENGINEER OF
RECORD WITH CITY APPROVAL.
SUBMIT SHOP DRAWINGS OF COATING, JOINT DETAILS, PIPE CLAMP
AND FASTENER DETAILS, INFLUENT PIPE AND OTHER WALL
PENETRATION DETAILS, AS APPLICABLE.
6. PUMP STATIONS SHALL BE DESIGNED AS CLASS I, DIVISION 1
CLASSIFIED LOCATIONS IN ACCORDANCE WITH THE NATIONAL
ELECTRIC CODE (NEC), NATIONAL FIRE PROTECTION ASSOCIATION
(NFPA) 70.
PUMP STATION NOTES 116-18
PUBLIC WORKS DEPARTMENT
PUMP DATA
FLUID
INSTALLATION LOCATION
PUMP TYPE
RATED POINT
CWAGIY, GPM
TN1, FEET
PUMP FEEIGEMCi x
SHUT OFF HEAD, FT
CONTINUOUS
OPERATING
RANGE
IKXIIIIM TDK FT
CIPICDY, (PM
INBIM TDH IT
CIPAgry
IPSIR
MR" PUMP EFEICENCT
PUMP
CONSTRUCTION
CIRNG
weIER
SWET
gFAPoNG3 L-10 LIFE. HRS.
MI. SWPT DMECTON N
OPEPATND RMGE. MILS
MAX. Tn. OF NERATBNS
N OP. IWCE, NCH/SEC
PUMP
CONNECTIONS
%XTIDK NM
DGCIMRGE NCH6
ELECTRIC
MOTOR
RATED HP
RPM
S.F.
1.15
AYBEM TDP. FOR
MOTOR MING, T
MQBAM TEMP. RM -C
/0
BEARIMM L-10 LIFE, HRS.
BILL VERNION AMP MIS
NDISE IE14T. dBBI FETER
NEW DE9M CODE TITER
B
STMI. CURB. tEM CODE
G
NSMATDN 0"
F
MOTOR RATED HP NOT OAX
PM W THE MPS PERFORMWCE
W1FD AT ANY
CUM
MANUFACTURERS
k MODELS IMOTOR
PIMP
NE
1. TNIS INFORMATION SHALL BE INCLUDED IN ALL PUMP STATION PUNS.
.,.wren .e rc+w
SUMMER
PUBLIC WORKS DEPARTMENT PFSTATION 16-19
PUMP DATA
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� IgPUBLIC WORKS DeP!!TRIM�NT �
!WET WELLAND VALVE m TYPICAL SECTION 1621
8"
5/8"
1 1/4"
2 1/2"
C4
9"xt/8" PVC
5/8"
WATER STOP
N
4 3/4"
3.,
1/4
b
¢
5 ® 12" DOWELS
9G C'
I
d
iA
•si
•
c
SECTION
VIEW
F
N.T.S
jq!
° NOTE:
1. MINIMUM STEEL AND CONCRETE THICKNESSES ARE
SHOWN IN
THIS DETAIL. ALL PROPOSED
PRECAST WET WELLS OR VALVE BOXES SHALL BE
DESIGNED
BY A ENGINEER LICENSED IN THE
STATE OF FLORIDA AND SIGNED AND
SEALED STRUCTURAL CALCULATIONS SHALL BE PROVIDED.
#8�5
ACH
WET WELL JOINT DETAIL AT BASE
6-22
e PUBLIC WORKS DEPARfNCNT
8„
0
•
RAMNECK
WATERPROOF
•
JOINT
N
GROUTED
JOINTS (INSIDE
•
& OUTSIDE)
yC
d •
9
2-#5 ® 4"
(TYPICAL)
e
9
SECTION VIEW
N.T.S
i
NOTES
i
1. MINIMUM STEEL AND CONCRETE THICKNESSES ARE SHOWN IN THIS DETAIL.
ALL PROPOSED PRECAST WET WELLS OR VALVE
BOXES SHALL BE DESIGNED BY
$
8 A ENGINEER LICENSED IN THE STATE OF FLORIDA AND SIGNED AND SEALED
3 STRUCTURAL CALCULATIONS SHALL BE PROVIDED.
3� 2. ONLY PERMITTED 1 FOOT ABOVE THE AVERAGE
YEARLY HIGHEST
i GROUNDWATER LEVEL.
WET WELL JOINT DETAIL
1 6-23
PUBLIC WORKS DEPORTMENT
9"x1/8"
CONTR.
PVC WATER STOP
z
$
c
G
#50 12"
DOWELS
g■
a
4
Q
12" TYP.
s
SECTION VIEW
j N.T.S
NOTE:
1. MINIMUM STEEL AND CONCRETE THICKNESSES ARE
SHOWN IN
THIS DETAIL.
ALL
PROPOSED PRECAST WET WELLS OR VALVE BOXES
SHALL BE
DESIGNED BY
A
E ENGINEER LICENSED IN THE STATE OF FLORIDA AND SIGNED AND SEALED
} STRUCTURAL CALCULATIONS SHALL BE PROVIDED.
1
.eew.rn
areeo
m..
VALVE PIT
DETAIL AT BASE
18-24
PUBLIC OCPIIKTMENT
WORKS
ACCESS ALUM. HATCH W/ S.S.
SPRINGS AND HINGES, RATED FOR
H-20 LIVE LOAD, USF & M TYPE AHD
#4®8"
EA. WAY
1" CHAMFER FOR ALL
CONC. CORNERS AS SHOWN
N
� a
RAMNEK BETWEEN TOP N
$ SLAB AND WALL JOINT
E
8" 6"
SECTION VIEW
N.T.S
N4IE,
1. MINIMUM STEEL AND CONCRETE THICKNESSES ARE SHOWN IN THIS DETAIL.
ALL PROPOSED PRECAST WET WELLS OR VALVE BOXES SHALL BE DESIGNED BY A
ENGINEER LICENSED IN THE STATE OF FLORIDA AND SIGNED AND SEALED
STRUCTURAL CALCULATIONS SHALL BE PROVIDED.
PUBLIC WORKS DEPARTMENT TYPICAL TOP SLAB WALL JOINT 16-25
3
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HOSE BIB DETAIL
16-26
PUBLIC WORKS DEPARTMENT
Hazen
v:.rah ' I. ,11';
Appendix G: RER-DERM Sewer Checklist
11,w, '_v
2734 of 3458
MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES In
Subed
SUPPORTING DOCUMENTS Eng. Reviewer:
Site Plan drawing 11" X 17" of the proposed project.
An engineering report is required for projects which include a lift station and/or flows above 10,000 GPD ADF.
A table that includes a list of each segment of pipe: Diameter, Length, Slope and Material.
County Process Fees: $ 2nd RFI Fee: $ 3rd RR Fee:$ Additional RFIs Fee:$
DEP Application Incomplete items:
Submitted
I ENGINEER TECHNI
Submitted
Y
N
I RRI
GENERAL
GENERAL
Y
N
RFI
Utility/Nor ility Sewer System.
Tentative Platting: ( Y; N I
Folio Number:
EQCB Case: ( Y / N
Type of facility served:
ENVIRONMENTAL
Unity of Title Required: ( Y / N)
Wellfield Protection Area Name:
Ownership Match:
Contaminated Site: ( Y / N )
AbuNng Pmp.'. (YIN) FdaulAddress shown ( Y / N)
Dump Site/Landfill: ( Y / N )
Point of Connection:
ACP/ACM Pipes:
( Y / N I ; Asbestos: (Y / N I
Downstream pump stations:
NFCs: (Y / N ) ; EEL: (V /N I Trees: (Y / N )
Downstream Flaw Path Changed ( Y / N)
Wetland Basin and Wetland Areas of Concern:
Moratorium Code:
Desi nated Critical Habitats
BFE. CFC. Watertight Hatch (Y IN)
Canalslm act: I Y / N
RER Standard Notes: ( Y ! IN
lCoastal Area: Y / N
sabnittaa
GRAVITY SYSTEM ( Y / NA )
submitted
Y
N
RFI
Y
N
RFI
Minimum Pipe Size S-in(
Water Horizontal Separation
SlopelProfile
Water Vertical Separation
MH Locations/distance
Pipe Materials (C-900 or DIP within WPA)
DROP Mitts Proposed and Comply with
Drop MH Requirements > 2 feet
Laterals stub -outs
Grease Interceptor. Process a (Approved
PUMP STATION ( Y / NA)
Y
x
III
r
Engineering Report Calculations
Removable Pumps
Pressure at Point of Connection
Pump -out Connections
Manufacturer's curves with system curves
Floatation Calculation Provided (safety factor >l )
n+1 Pumps
Well Vent
Is a general. required? Upstream PS or FM> 12-
Dry Well Light
Pass 3' Sphere or Grinder or Flygt N-Sens
Pumps NWNa are Exomion Pool (was 1. Gmup D. behave 1)
Pump inleVoutlet Size 4' min or Grinder
Type Pump Model No
Floor Slope (1 to 1)
Lighting & Surge Protection
Valve Box
Alternating Pumps
Valves (check & plug/gate)
Emergency Electrical Connection
Dry Well Sump Pump
Visible Alarm/Audible Alarm/Battery back-up
Odor & Noise Control (Design Report Red.)
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PS Rated Capacity: GPM @ FT TDH
LPG or Natural Gas fuel for generators at WPA
Pump Station Created in Data base as:
Pump Station Certified/Renamed as'.
Existing P50 permit:
submitteOl
UTILITY REQUIREMENTS
Submitted
ET Meters ALL Pumps On - ET far 12 5 am Complies w/ Flood Elevation or Water Tight Hatch
Flow Meter: Pressure Transducer. Remote System (SCADA)
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Engineering Report for the FM Design
FM Velocity fps > 2fps
Design Impact Other PS. (Modeling Required)
Water Horizontal Separation
FM Profile
lWater Vertical Separation
FM Air Relief Valve
2735 of 3458
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Appendix H: FEMA FIRM 12086CO317L
2736 of 3458
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Appendix I: FDEP Contamination Locator Map
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2738 of 3458
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Appendix J: Upgraded Pump Cut Sheet & Curve
2740 of 3458
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and Service Areas
2750 of 3458
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2751 of 3458
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Appendix L: Pump Station Connectivity Schematic
2752 of 3458
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Appendix M: November 2024 NAPOT Report
2754 of 3458
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