HomeMy WebLinkAboutBOA Add'l Items 2-26-15 Earl McMillin /Tetra Tech Report0
Earl McMillin
P.O. Box 1086
Cape Canaveral, Florida
32920-1086
(321) 453-0429
emcmillinidPvahoc.coni
21 February 2015
Highlighting and underlining have been placed on the Tetra Tech
Memorandum for convenience to point out items pertinent to the
Cumberland Farms request.
TETRA TECH
MEMORANDUM
To: Mr. Jeff Ratliff
Public Works Director
City of Cape Canaveral
From: Mr. Brian Foulkes, P.E.
Mr. Stephen Glatthom, P.E.
Tetra Tech
Subject: Lift Station No. 2 Gravity Sewer Evaluation
Tt #: 200-52528-12002
Date: June 15, 2012
1.0 INTRODUCTION
The purpose of this evaluation is to investigate alternatives and make recommendations to resolve sewage
backup problems at the 399 Holman Road residence. In addition, the memorandum analyzes the gravity
sewer and lift station capacities to develop preliminary alternatives that will increase reliability of the
collection system.
1.1 Background
The general alignment of the gravity sewers, including Lift Station (LS) No. 9 and LS No. 2's northern
and southern tributary (service) areas are depicted in Figure 1. LS No. 9 tributary area is the
southernmost tributary area in the City's collection system and generally consists of multifamily
condominiums. LS No. 9 is a duplex submersible type station and is located adjacent to Banana River
Road. Wastewater from LS No. 9 is discharged, via a force main, to a manhole along Holman Road. The
sanitary waste is then conveyed by gravity along Holman Road and through several private developments,
including the Cape Shores Condominiums and the Cocoa Palms Mobile Home Park and ultimately
discharges into LS No.2 on Center Street. Wastewater flow from LS No. 2 is pumped into the LS No. 1
gravity tributary area prior to repumping to the WWTP. This scope and evaluation focuses solely on LS
No. 2's southern tributary area. No issues were reported in the northern tributary area of LS No. 2.
Upon meeting with the City, the operations staff revealed that the primary problem with gravity sewer
system occurs at a manhole adjacent the 399 Holman Road residence, the manhole that LS No. 9
discharges wastewater flow into. The residence at 399 Holman Road was constructed on a depressed plot
where the home's finished floor elevation is 1.05 feet below the top of the manhole. When both pumps at
LS No. 9 are operating continuously for a few minutes, the downstream manhole surcharges as a result of
insufficient conveyance capacity in the gravity system. When the flow stages up in this manhole, the
TETRATECH
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 2
residence at 399 Holman Road is at risk of sewage backing up into the gravity service line, and
potentially into the home under worst case conditions. The City has rerouted the gravity service
connection from the 399 Holman Road residence downstream of the LS No. 9 discharge manhole;
however, the City is still concerned that backflow could occur under peak flow conditions. The City has
mitigated backup potential in the gravity system by temporarily modifying LS No. 9, to only allow one
(1) pump to operate at any time. The City's primary goal is to develop a cost effective solution to
eliminate backup conditions at the Holman Road property. The City also has concerns about the hydraulic
capacity of the gravity sewers in the LS No. 2 gravity sewer tributary area.
Additional information was provided by the City or obtained from other sources for this review as
follows:
1) General map of the City's sanitary sewer system (Figure 1)
2) LS No. 9 pump run times for the most current 12 month period.
3) Pump curves for LS No. 9
4) As -built drawings for LS No. 9 & LS No. 2
5) City of Cocoa water billing records for customers in the LS No.9 tributary areas under
investigation for the most current 12 month period
6) Brevard County Property Appraiser land use information
7) Survey of 399 Holman Road property and MH 1, 2 and 3
For reference, the approximate hydraulic capacity of various size sewer lines based on minimum required
slopes are presented in Table 1. The hydraulic capacities are for reference only. A survey including slope
analysis of the entire tributary was not part of this assignment. It is assumed that the gravity sewers were
constructed to minimum standards; however hydraulic capacities may vary based on actual slopes.
TABLE 1
NOMINAL HYDRAULIC CAPACITY OF VARIOUS SEWER PIPES AT MINIMUM SLOPE
(PER 10 STATE STANDARDS)
MAssumes roughness factor of .Ol 3 (rough PVC) using Manning Equation.
N TETRA TECH
2.0 EXISTING SYSTEM REVIEW
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 3
A review of the existing LS No. 9 and No. 2 tributary areas and capacities was conducted through the use
of available "record" information as well as field inspections by Tetra Tech engineers. This section
reviews the finding of the field inspections and lift station drawdown tests performed. In addition, the
analysis reviews pump runtime data and number of residences in the tributary areas to estimate both the
existing and required hydraulic capacity of the gravity system. Alternatives will be developed from these
estimates.
2.1 Field Inspections
Tetra Tech performed initial field inspections of the manholes, sewer inverts and diameters between LS
No. 9 and LS No. 2 on March 19"' and April 23rd, 2012. The field data collected, including the invert
depth, diameters and overall manhole depths along the gravity sewer route, is summarized in Figure 2.
Additionally, Figure No. 2 includes manhole (MH) numbers that will be referenced throughout this
evaluation. The uneven interior diameters of the gravity sewers are attributed to previous slip lining
improvements.
During field visits, it was visually observed that when LS No. 9 was operating (with only one pump), the
manhole adjacent to the 399 Holman Road residence (MH No. 1) and the downstream manhole (MH No.
2) staged up approximately 12 inches above the invert. Also, the gravity sewer diameter exiting MH No.
1 was measured to be approximately 7.5 inches, while the gravity sewer diameter entering MH No. 2 was
measured to be approximately 6 inches. The exact cause of the neckdown in the gravity main is unknown
but it is suspected to be the reason for the wastewater staging up in the manholes. MH No. I and MH No.
2 were surveyed to detennine the slope of the gravity sewer, which was found to be approximately 0.4%.
A slope of 0.4% is an acceptable minimum slope for an 8 -inch pipeline, but does not meet the required
slope of a 6 -inch gravity sewer.
2.2 Lift Station No. 9 Drawdown and Runtimes
The existing pumps at LS No. 9 are each rated for approximately 350 gpm, which was confirmed via on-
site drawdown pump testing. At peak flows when both the lead and lag pumps are operating, the pumps
are estimated to operate at approximately 420 gpm, which is in excess of the hydraulic capacity of a 6 -
inch or 8 -inch gravity sewer at minimum slopes. The existing pump curves and the estimated system
curve illustrating the pumping conditions described above are displayed in Figure 3.
Tetra Tech also reviewed the pump run times over the last 12 months collected from LS No. 9. Table 2
summarizes some of the selected maximum runtimes for this time period. The values indicate that the
peak daily flows are up to 88,200 gpd. In general, the average number of starts appears to be
TETRATECH
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 4
approximately 40-60 per day and the average daily runtimes appear to be between 80 and 120 minutes per
day, which is estimated to be a flow range of approximately 28,000 to 42,000 gpd. The number of starts
and runtimes per day appear to be low in comparison to typical engineering standards, which indicates
that the pumps are oversized. As mentioned previously the City personnel have modified the controls at
LS No. 9 to only allow one pump to operate, the LS has been operating successfully in this arrangement
for many months with no issues.
TABLE 2
SUMMARY OF LS NO. 9 PEAK DAILY PUMPING EVENTS OVER THE LAST 12 MONTHS
2.3
5/16/2011
396*
N/A*
6/26/2011
187
65,450
9/23/2011
184
64,400
9/24/2011
166
58,100
10/9/2011
203
71,050
10/10/2011
252
88,200
10/11/2011
232
81,200
10/12/2011
215
75,250
10/13/2011
197
68,950
10/14/2011
202
70,700
10/15/2011
175
61,250
10/30/2011
179
62,650
10/31/2011
212
74,200
11/1/2011
196
68,600
11/6/2011
176
61,600
11/7/2011
186
65,100
*Pump or time logging malfunction suspected
Lift Station No. 9 Tributary Capacity Anal
Additional data was collected pertaining to the size and quantity of existing condominium units that are
located in the LS No. 9 tributary area to project wastewater flows. The number of units was established
based on direct communication with management personnel from each condominium complex and
information on the Brevard County Property Appraiser website. The LS No. 9 tributary area appears to
be built out, thus no additional wastewater flows is expected in the future.
TETRA TECH
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 5
Projected wastewater flows were based on Florida Administrative Code (FAC) Chapter 64E wastewater
generation rates and are summarized in Table 3. Tetra Tech also estimated potable water usage within the
lift station tributary areas, as wastewater generation is typically between 70-80% of potable water usage.
However the Chapter 64E generation estimates resulted in more conservative requirements and will be
used for the evaluation.
TABLE 3
WASTEWATER GENERATION BASED ON PROPERTY TYPE
Table 4 illustrates the number of units and projected wastewater flows for each condominium in the LS
No. 9 tributary area. The table, which calculates a conservative estimate of wastewater flows, indicates
that the existing pumps could be replaced with smaller capacity pumps (approximately 203 gpm) while
providing a level of service consistent with engineering standards. Reducing the capacity of the pumps
would help reduce the amount of flow staging that occurs in the discharge manhole and other manholes in
the LS No.2 southern tributary area, however staging would still occur where sections with diameters are
smaller than 8—inches.
TABLE 4
LIFT STATION NO. 9 WASTEWATER FLOW GENERATION ESTIMATE
*Peak Hourly Flow to Average Daily Flow Factor of 4.0 used to estimate pumping capacity
TETRA TECH Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 6
2.4 Litt Station No. 2 Tributary Capacity Analysis
Data was also gathered to estimate wastewater flow rates from the LS No. 2 southern tributary area (south
of Center Street) to detennine the existing capacity of the gravity sewer. The flow generation calculations
take into account the design discharge of LS No. 9 into the gravity sewer. The southern tributary area of
LS Not was divided into five (5) zones as denoted in Figure 4. Wastewater from each zone can be
cumulatively added to determine the estimate flow and gravity sewer requirements at the approximate
termination of each zone. Table 5 displays the projected wastewater flows for the existing LS No. 2
tributary area per zone. Table 6 compiles the cumulative flows per zone based on the existing conditions
and compares these flows to the both the required and existing gravity sewer diameters in each zone.
The table indicates the capacity of gravity sewer system measured during Tetra Tech's inspections are
undersized due to the LS No. 9 discharging into zone 1. If pumping capacities at LS No. 9 remain
unchanged, the LS No.2 southern tributary gravity sewers should be increased to a minimum of 10 -inches
in diameter at minimum slopes to avoid staging in the manholes.
2.5 Capacity Analysis Based on Build Out
The southern tributary area for LS No. 2 is essentially at build out except for a large track in zone 2 at
6335 N Atlantic Ave. currently occupied by a miniature golf course and restaurant. Discussions with the
City's staff have indicated that the construction of a hotel or condominium complex could potentially be
constructed at the property. A search of the property indicated it was bn the market in 2010, but has since
been taken off. The lot contains approximately 5.7 acres and can accommodate up to 171 hotel rooms,
according to the 2010 real estate listing. If this lot was developed into a hotel or resort, the gravity system
would connect to the existing gravity main between Holman Road and Cape Shores Drive. The existing
gravity sewer is currently undersized in this area and cannot accommodate additional flow. The capacity
improvement recommendations in Section 4.0 include provisions for the potential development of this
parcel into a hotel or resort.
TETRA TECH Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 7
TABLE 5
LIFT STATION NO. 2 EXISTING WASTEWATER FLOW ESTIMATE
(SOUTHERN TRIBUTARY)
Notes: Unit counts estimated from Brevard County Property Appraiser website
Peak Hourly Flow (PHF) to Average Daily Flow (ADF) factor of 4.0 used to estimate pumping capacity
TABLE 6
LIFT STATION NO. 2 CUMULATIVE WASTEWATER FLOWS (SOUTHERN TRIBUTARY)
AND GRAVITY SEWER REQUIREMENTS
(1)Depth of manholes prevented accurate measurement of gravity sewers.
TETRA TECH Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 8
3.0 ALTERNATIVES TO ELIMINATE BACKUPS
This section will summarize the analyses recommended to prevent staging and eliminate backups into the
Holman Road property. The results of the investigation appear to establish three (3) potential alternatives
for preventing backflow to the Holman Road residence:
1. Possible relocation of force main discharge to west side of North Atlantic Avenue (AIA) to
bypass LS No. 2 tributary area and pump directly to LS No. 1 tributary area.
2. Install a private lift station at or nearby the 399 Holman Road residence to prevent sewage
backflow.
�s t 3. Install a gravity service line from 399 Holman Road to LS No. 9, sized for future conditions if the
v,s I�E 'r OP'T nearby vacant property at 6101 N. Atlantic Ave. is commercially developed.
�—. v-► A S
5� 3.1 Alternative 1: Force Main Relocation
Construction of a force main to discharge wastewater from LS No. 9 to LS No. l's tributary system and
bypass of LS No. 2 tributary area requires approximately 3,600 linear feet of force main along with
significant improvements to the gravity sewers in the LS No. 1 tributary area. Over 2,500 linear feet of
force main would need to be constructed in the congested right-of-way of A I A. This alternative does not
eliminate the potential for a backup; a blockage in a downstream gravity sewer could result in staging of
the upstream manholes and a backup at the residence. Analysis revealed this alternative is not feasible due
to the overall cost, constructability issues and incomplete elimination of backups.
3.2 Alternative 2: Private Lift Station
Installation of a private lift station that would solely serve the 399 Holman residences would eliminate the
risk of backup currently experienced. The lift station construction would likely be a small duplex grinder
station similar to those already installed for residences along the Intercoastal waterway. It is likely that
the lift station could be installed near the property along the south or west side of Holman Road and
discharge into the same manhole adjacent to the residence (MH No. 1). An easement may be required for
this option and the City may be compelled to maintain the LS to appease the resident's concerns.
Installing a pump station for the 399 Holman Road residence eliminates the potential sewage backup at
the -residence, but will not reduce the staging in the manholes. Figure 5 presents a preliminary depiction
of this option.
TETRA TECH
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 9
A preliminary cost estimate of $37,485.00 has been estimated for Alternative No. 2. A line item
breakdown of the cost estimate is located in Table 7. These costs are budgetary in nature and would
require additional development during preliminary design. For all alternatives, the cost of acquiring
easements has not been included in the estimate, but could be required.
TABLE 7
BACKUP ELIMINATION ALTERNATIVE NO. 2 — PRIVATE LIFT STATION
PRELIMINARY OPINION OF PROBABLE COST
3.3 Alternative 3: Gravity Service to LS No. 9
Gravity sewer installation to redirect the sanitary service from the 399 Holman Road residence to the LS
No. 9 wet well will remove the connection to the LS No. 2 gravity tributary area and eliminate the
potential for backups. This alternative involves the construction of approximately 750 feet of gravity
sewer to route flow back to LS No. 9. Although there is a slightly closer manhole just south of the pool at
the Hidden Harbor Condominiums, the manhole appears to be too shallow to direct the sanitary flow at
minimum slopes.
Based on property appraiser's maps, it appears that there is right-of-way along Banana River Road to
construct the gravity sewer. A private residence at 6101 N. Atlantic Ave. would need to be crossed,
which would require the acquisition of an easement if the existing easement is not wide enough to
construct the new gravity sewer line. Preliminary calculations indicate that a 4 -inch gravity pipeline
installed at a slope of 1.0% to maintain a minimum velocity in the pipeline would provide sufficient
capacity for the 399 Holman Road residence. However, the City's operational staff indicated that
N TETRA TECH
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 10
installing an 8 -inch line would be beneficial if any future development occurs at 6101 N. Atlantic Avenue
property, which is currently vacant and is partially zoned for commercial use. Rerouting the gravity
service from 399 Holman Road to LS No. 9 eliminates the potential sewage backup at the residence, but
will not reduce the staging in the manholes, resulting from the limited hydraulic capacity of the existing
gravity sewers. Figure 6 presents a preliminary depiction of Alternative 3.
A preliminary cost of $92,978.00 has been estimated for Alternative No. 3. A line item breakdown of the
cost estimate is located in Table 8. These costs are budgetary in nature and would require additional
development during preliminary design.
TABLE 8
BACKUP ELIMINATION ALTERNATIVE 3 — REROUTE GRAVITY SERVICE TO LS NO. 9
PRELIMINARY OPINION OF PROBABLE COST
3.4 Backup Elimination Summary
Alternatives No. 2 and No. 3 presented above are viable options to alleviate the backup issues
experienced at 399 Holman Road. Backup elimination Alternative No. 3 features a moderate cost, is
constructible with minimal impacts to the surrounding community, allows for future connections along
Holman Road and provides a negligible maintenance increase for the City and is the preferred alternative.
However, implementation of Alternative No. 3 alone will not address the root cause of insufficient
capacity of the gravity sewers in the LS No. 2 southern tributary area. Without increasing the capacity of
the system, staging problems will continue and could result in sanitary sewer overflows in other areas of
TETRATECH
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 11
the system. The following sections will investigate the deficiencies in the LS No. 2 southern tributary area
and provide recommendations to increase reliability of the system.
4.0 CAPACITY IMPROVEMENTS FOR LS NO. 2 SOUTH TRIBUTARY AREA
As indicated in Section 2.0, the LS No. 2 southern tributary system is currently undersized based on
current estimates. It is recommended that improvements to increase the hydraulic capacity be
implemented. The section investigates reduction of pumping capacity at LS No. 9 and increases in
gravity sewer size to increase the hydraulic capacity in the tributary area, along with budgetary costs and
a review of construction methods.
4.1 Reduced Pumping Capacity at LS No. 9
The provided runtime and pump start data, in conjunction with the build out wastewater generation
calculations in the LS No. 9 tributary area, indicate a reduction in pump capacity at LS No. 9 is possible.
The reduction results in a smaller diameter requirement of the gravity sewers throughout the tributary
area. Table 9 indicates that zones 1, 2, and 3 require gravity sewer diameter of 8 -inch, while zones 4 and 5
require 10 -inch diameter, based on existing generation rates and reduced pumping capacities at LS No. 9.
However, these capacity improvements do not account for the potential future development at 6335 N
Atlantic Ave located in zone 2. Improvements to gravity sewers would be required in zones 2, 3, 4 and 5
if the property was developed into a hotel or resort.
TABLE 9
LIFT STATION NO. 2 CUMULATIVE WASTEWATER FLOWS (SOUTHERN PORTION)
WITH REDUCED LS NO. 9 PUMPING CAPACITIES ANDGRAVITY SEWER
REQUIREMENTS
(')From previous tables.
TETRA TECH Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 12
4.2 Gravity Sewer Improvements
To accommodate the proposed development, Tetra Tech analyzed the available capacity if zones 2, 3, 4
and 5 were upsized one pipe diameter from the values listed in Table 9. Based on the analysis, upsizing
gravity sewers one pipe diameter results in an available future hydraulic capacity of 100 gpm (36,000
gpd), allowing accommodation of a 180 room hotel or resort. Table 10 presents the estimated peak
cumulative wastewater flows per zone and required future gravity sewer requirements to accommodate
the estimated build out condition. It should be noted the flow estimates are based on minimum slope
requirements of the gravity sewers. If additional slopes can be achieved during the design phase, the
gravity sewer diameter requirements could decrease; however, additional investigation and survey are
required to accurately determine the slopes. The future development at 6335 N Atlantic Ave., includes a
5.7 acre lot that fronts to N. Atlantic Ave. As previously stated, a 2010 real estate listing the property can
accommodate up to 171 hotel rooms. The future development assumption only include this 5.7 acre
parcel, however, if a developer acquired the three residential properties along the intercoastal, a potential
waterfront resort of greater than 10 acres could be constructed. The acquisition and rezoning
requirements make this option improbable; and was not included in the analysis. Figure 7 presents a
preliminary depiction of the capacity improvements. These improvements minimize gravity sewer
diameters while accommodating for future development in zone 2.
TABLE 10
LIFT STATION NO. 2 CUMULATIVE WASTEWATER FLOWS INCLUDING REDUCED LS
NO.9 PUMPING AND FUTURE DEVELOPMEN AND GRAVITY SEWER REQUIREMENTS
(')From previous tables.
TETRA TECH
4.3 Construction Methods
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 13
Based on the preliminary inspection and capacity analysis, the gravity system could require up to 4,000
linear feet of gravity main replacement. The effort to complete this work would be substantial and may
need to be addressed as part of a 5 year capital improvement plan (CIP). Completion of these capacity
improvements would reduce manhole staging and provide a high level of service for all existing and
future customers in the LS No. 2 southern tributary area. It is likely that a combination of conventional
replacement and pipe bursting would be used for the sewer improvements.
The first replacement option, conventional removal and replacement, involves bypass pumping,
excavation of the existing pipelines, removal and replacement of the existing pipe, backfilling, and
restoration of areas disturbed by the construction activities. The second replacement option, pipe
bursting, involves using a trenchless technology that is somewhat similar to directional drilling, however,
the existing pipe is used to provide a "pilot conduit" for bursting equipment. Pipe bursting technologies
allow for increase of pipe size up to two diameters greater than the current gravity sewer diameter. This
equipment breaks the existing pipe and pushes it into the surrounding soil to make room for the new pipe
that is pulled through the larger opening. In cases where there is minimal cover over an existing pipe, the
bursting process often results in "heaving" of the ground surface. Existing service laterals must be
excavated and connected to the new pipe after the bursting and pulling operations are complete. Open
trench methods are more cost effective in areas of open space or unpaved roadways. Pipe bursting is
more cost effective in congested areas or deep gravity sewers, where restoration is more extensive.
4.4 Preliminary Costs
A preliminary cost estimate for the capacity improvements described above are $927,927.00, a line item
breakdown is presented in Table 11. Estimated costs for the capacity improvements are conservative and
assume replacement of gravity sewers in all zones. However, actual mains to be replace should be based
on a complete survey and inspection of the tributary area, as the size gravity sewer in zone 4 was not field
verified and may not require replacement. A contingency has been added to the total cost pending an
additional investigation to more accurately determine the magnitude of the improvements needed.
TETRA TECH Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 14
TABLE 11
CAPACITY IMPROVEMENTS IN LS NO.2 SOUTHERN TRIBUTARY AREA
PRELIMINARY OPINION OF PROBABLE COST
1. Assumed half existing manholes require replacement
2. Additional contingency pending full review of system
TETRATECH
5.0 SUMMARY AND CONCLUSIONS
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 15
Based on this evaluation, it is recommended that one of the backup elimination alternatives be selected
initially to alleviate backflow problems in a timely manner, so that capacity improvements could be
constructed in phases with a longer term capital improvements plan. Backup elimination alternative No.
2 and No. 3 are feasible options for preventing backup to the 399 Holman Road residence. Backup
elimination Alternative No. 3 has the benefits of reduced maintenance and capacity for future connections
along Holman Road; however, the Alternative will not address the root cause of insufficient capacity in
the LS No. 2 southern tributary area. Without increasing the capacity of the system, staging problems
could continue and result in sanitary sewer overflows in other areas of the system.
Therefore, it is recommended the City implement the outlined capacity improvements to address the
deficiencies in the existing gravity system and allow for future build out conditions in LS No. 2 southern
tributary area. Additional investigations are required to detennine the exact length and size of the gravity
main improvements; however it is expected that the construction would require the installation of between
2,500 to 4,000 linear feet of gravity sewer, by conventional removal/replacement and pipe bursting
techniques, depending on the location and slope of the existing gravity sewer. In summary, it is
recommended that the City route flow from the Holman property directly to LS No. 9, reduce the pump
size at LS No. 9, and implement the hydraulic capacity improvements in the LS No. 2 southern tributary
area.
End of Memorandum.
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Earl McMillin
P.O. Box 1086
Cape Canaveral, Florida
32920-1086
(321) 453-0429
emcmillinid0yahoo.com
21 February 2015
Chairperson Avro Eilau
Board of Adjustment
550 Jackson Avenue
Cape Canaveral, Florida
32920
Re: Cumberland Farms
Dear Chairperson Eilau:
Permit me to bring to your attention a critical aspect of the Cumberland Farms
project to build a convenience store/gas station on U.S. Highway A1A.
Attached is a June 15, 2012 study prepared for the City by Tetra Tech examining the
sewer system from Lift Station (L.S.) No. 9 to L.S. No. 2. This is the sewer which
serves the Dollar General store and which will serve the Cumberland Farms facility.
The study is clear that the sewer is inadequate. It was inadequate before Dollar
General built its store and is even more inadequate because of the Dollar General
store.
"The existing gravity sewer is currently undersized in this area and cannot
accommodate additional flow." Tetra Tech, Page 6.
Also enclosed are photos of raw sewage gushing to the surface at the Hartley
residence at 399 Holman Road and flowing down the driveway leading to the
Marino residence.
Permitting these developments to hook up to a sanitary sewer that the City knows is
inadequate is contrary to the Comprehensive Plan:
"GOAL The overall goal for this sub -element is provision of sanitary sewer
facilities to meet the needs of the existing and future citizens of Cape Canaveral."
"SS -1: Assure that all existing and future inhabitants and businesses in the City
have access to State -approved, properly functioning sanitary sewer facilities
during the 5- to 10 -year time -frame of this Plan by correcting existing deficiencies
and making sure facilities meet future needs."
-I-
These issues of inadequate sewer capacity, the Comprehensive Plan and the threat posed
to existing residences by the Cumberland Farms project were not pointed out to the
Planning & Zoning Board.
Until the City improves the sewer system, no further developments which place added
demand on the sewer system in the area examined by Tetra Tech should be permitted.
As an individual who served on the Board of Adjustment for many years, both as a
Member and as Chairperson, I can appreciate the pressures that are sometimes felt.
The guiding star is to take the steps that are legal and proper. I am hopeful that you
and your colleagues will do so.
Cc: City Manager
Assistant City Attorney
Attorney Philip Nohrr
Attorney Ralf Brookes
Mr. Charles Hartley
Very truly yours,
G jrL ;� ` •2
-2-
Earl McMillin
McMillin
Earl McMillin
P.O. Box 1086
Cape Canaveral, Florida
32920-1086
(321) 453-0429
emcmillinidPyahoo.com
21 February 2015
Mr. David L. Greene
City Manager
City of Cape Canaveral
P.O. Box 326
Cape Canaveral, Florida
32920-0326
Re: Cumberland Farms
Dear Mr. Greene:
Enclosed is a copy of a letter, together with enclosures, that I have sent to each
individual on the Board of Adjustment. This same material has been sent to
Attorney Anthony Garganese, to Attorney Philip Nohrr and to Attorney Ralf Brookes.
Although we do own a property in the city, at this time my wife and I do not reside
in Cape Canaveral. However, my son and his family reside at 397 Holman Road. It
is on behalf of my son and his family that I have taken this step.
Very truly yours,
Earl McMillin
Earl McMillin
P.O. Box 1086
Cape Canaveral, Florida
32920-1086
(321) 453-0429
eincmillinjd(@yahoo.com
21 February 2015
Chairperson Avro Eilau
Board of Adjustment
550 Jackson Avenue
Cape Canaveral, Florida
32920
Re: Cumberland Farms
Dear Chairperson Eilau:
9
Permit me to bring to your attention a critical aspect of the Cumberland Farms
project to build a convenience store/gas station on U.S. Highway AIA.
Attached is a June 15, 2012 study prepared for the City by Tetra Tech examining the
sewer system from Lift Station (L.S.) No. 9 to L.S. No. 2. This is the sewer which
serves the Dollar General store and which will serve the Cumberland Farms facility.
The study is clear that the sewer is inadequate. It was inadequate before Dollar
General built its store and is even more inadequate because of the Dollar General
store.
"The existing gravity sewer is currently undersized in this area and cannot
accommodate additional flow." Tetra Tech, Page 6.
Also enclosed are photos of raw sewage gushing to the surface at the Hartley
residence at 399 Holman Road and flowing down the driveway leading to the
Marino residence.
Permitting these developments to hook up to a sanitary sewer that the City knows is
inadequate is contrary to the Comprehensive Plan:
"GOAL The overall goal for this sub -element is provision of sanitary sewer
facilities to meet the needs of the existing and future citizens of Cape Canaveral."
"SS -1: Assure that all existing and future inhabitants and businesses in the City
have access to State -approved, properly functioning sanitary sewer facilities
during the 5- to 10 -year time -frame of this Plan by correcting existing deficiencies
and making sure facilities meet future needs."
-I-
These issues of inadequate sewer capacity, the Comprehensive Plan and the threat posed
to existing residences by the Cumberland Farms project were not pointed out to the
Planning & Zoning Board.
Until the City improves the sewer system, no further developments which place added
demand on the sewer system in the area ermined by Tetra Tech should be permitted.
As an individual who served on the Board of Adjustment for many years, both as a
Member and as Chairperson, I can appreciate the pressures that are sometimes felt.
The guiding star is to take the steps that are legal and proper. I am hopeful that you
and your colleagues will do so.
Cc: City Manager
Assistant City Attorney
Attorney Philip Nohrr
Attorney Ralf Brookes
Mr. Charles Hartley
-2-
Very truly yours,
Earl McMillin
Sewage Gusher ---Southside Hartley Residence ---399 Holman Road.
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Sewage Gusher---Southside Hartley Residence---399 Holman Road.
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