HomeMy WebLinkAbout2006 - FDEP ApplicationJOSEPH W. SCHULKE, P. E. I SCHULKE, BITTLE & STODDARD, L.L.C.
JODAH B. SITTLE, P.E.
WILLIAM P. STODDDARD, PII.D., P.E.
CIVIL &STRUCTURAL ENGINEERING •LAND PLANNING •ENVIRONMENTAL PERMITTING
April 12, 2006
Dave Fisher, PE
City Engineer
1225 Main Street
Sebastian, Fl 32958
RE: City of Sebastian Veteran's Memorial -Lift Station: Splash Pad
Indian River County, FL.
Dear Mr. Fisher,
Enclosed please find one (1) set of draft plans and the FDEP application.
This plan is for you to review and make any necessary changes or additions you may
want to include. Also, the FDEP application is attached for Mr. Minner to sign. (See
yellow sticker).
If y u ha�e any questions please do not hesitate to give me a call.
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TEL 772 1770-9622 FAx 772 ( 770-9496 EMAIL info@sbsengineers.com
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Florida Department of Environmental Protectio
Twin Towers Office Bldg., 2600 Blair Stone Road, Tallahassee, Florida 32399-2400
NOTIFICATION/APPLICATION FOR CONSTRUCTING A DOMESTIC
WASTEWATER COLLECTION/TRANSMISSION SYSTEM
PART I - GENERAL
Subpart A: Permit Application Type
Permit Application Type (mark one only)
EDUs
Application Fee*
66X7'
Effective November 6, 2003
Served
Are you applying for an individual permit for a domestic wastewater collection/transmission
> 10
$500
Southwest District
system? Note: an EDU is equal to 3.5 persons. Criteria for an individual permit are contained in
7825 Bayttteadous Way
3319 Maguire Blvd
3864 Coconut Palm Drive
Rule 62-604.600(7), F. A. C.
Suitc 2UtIB
Suite 232
< 10
$300
❑
830.5954300
Is this a Notice of Intent to use the general permit for wastewater collection/transmission systems?
N/A
$250
❑
Criteria for qualifying for a general permit are contained in Rule 62-604.600(6), F.A.C.
Projects not meeting the criteria in Rule 62-604.600(6), F.A.C., must apply for an individual
permit.
*Note: Each non-contiguous project (i.e., projects that are not interconnected or are not located on adjacent streets or in the same neighborhood)
requires a separate application and fee.
Subpart B: Instructions
(1) This form shall be completed for all domestic wastewater collection/transmission system construction projects as follows:
• If this is a Notice of Intent to use the general permit, this notification shall be submitted to the Department at least 30 days prior to
initiating construction.
• If this is an application for an individual permit, the permit must be obtained prior to initiating construction.
(2) One copy of the completed form shall be submitted to the appropriate DEP district office or delegated local program along with the
appropriate fee, and one copy of the following supporting documents. Checks should be made payable to the Florida Department of
Environmental Protection, or the name of the appropriate delegated local program.
If this is a Notice of Intent to use the general permit, attach a site plan or sketch showing the size and approximate location of new or
altered gravity sewers, pump stations and force mains, showing the approximate location of manholes and isolation valves; and showing
how the proposed project ties into the existing or proposed wastewater facilities. The site plan or sketch shall be signed and sealed by a
professional engineer registered in Florida.
If this is an application for an individual permit, one set of plans and specifications shall be submitted with this application, or
alternatively, an engineering report shall be submitted. Plans and specifications and engineering reports shall be prepared in accordance
with the applicable provisions of Chapters 10 and 20 of Recommended Standards for Wastewater Facilities. The plans and specifications
or engineering report shall be signed and sealed by a Professional Engineer registered in Florida.
(3) All information shall be typed or printed in ink. Where attached sheets (or other technical documentation) are utilized in lieu of the blank
spaces provided, indicate appropriate cross-references on the form. For Items (1) through (4) of Part II of this application form, if an item is
not applicable to your project, indicate " NA" in the appropriate space provided.
DEP Form 62-604.300(8)(a)
Page 1 of 11
Effective November 6, 2003
Northuest District
Northeast District
Central District
Southwest District
lydt Governmental Center
7825 Bayttteadous Way
3319 Maguire Blvd
3864 Coconut Palm Drive
Suitc 2UtIB
Suite 232
Pensacola. Florida 32502-5794
Jacksonville. Florida 32256-7590
Orlando, Florida 32803-3767 Tampa, Florida 33619.8318
830.5954300
904407-3300
407494-7555
813-744-6100
South District
2293 Victoria Ave
Suite 364
Fon Myers, Florida 33902-2319
239-332-6975
Southeast District
400 North Congress Ave
Suite 200
West Palm Beach, Florida 33401
561-81.6600
PART II — PROJECT DOCUMENTATION
(1) Collection/Transmission System Permittee
Name Al Minner - City Manager Title
Company Name City of Sebastian
Address 1225 Main Street
City Sebastian State
Telephone 589-5490 Fax 589-6209
(2) General Project Information
Project Name City of Sebastian Veteran's Memorial -Lift Station: Splash Pad
City of Sebastian Veteran's Memorial
Email
Zip 32958
Location: County Indian River City Sebastian Section 06 Township 31 Range 39
Project Description and Purpose (including pipe length, range of pipe diameter, total number of manholes, and total number
of pump stations) Contruct private lift station, 121 LF 2" PVC forcemain for a splash pad/bathroom facility and
for a future Museum known as the Caine House. Connect to an existing IRCUD 10 " F.M located on the west side of Indian River
Drive., with a 10" x 2" Tapping Saddle Sleeve and Corp. Stop, 14 LF 2" H.P.D.E. forcemain and 2" gate valve.
Estimated date for: Start of construction 6106 Completion of construction 7/07
Connections to existine system or treatment plant 6/06
(3) Project Capacity
A = Type of Unit
B = Number of C = D = Total
Units Population Per Population
Unit (Columns B x C)
E = Per F = Total Average G = Peak
Capita Flow Daily Flow hour flow
(Columns D x E
Single-Famfly Home
3,375 GPD
39 GPM @ 128 FT
Mobile Home
(2.25 Peak Day 1500 GPD
Apartment
Factor).
Commercial, Institutional,
or Industrial Facility*
1500 GPD
Total
1500 GPD 32.0 GPM
* Description of commercial, institutional, and industrial facilities and explanation of method used to estimate per capita flow for these
facilities:
Splash Pad and Bathroom Facility: 10 GPD/Per Person x 100 People (assumed) and Museum: 5 GPD/Per Person x 100 People (assumed).
The result was 1500 gpd for the site. (H.R.S. 64E-6). * The flow design using the Ten State Standards gives us a small amount of gpm. For
a more accurate design we calculate the gallons per minute by estimating demand by the fixture unit method, using table E102, Appendix E.7
in the Florida Building Code- Plumbing Book. ( see lift station report).
60 F.U. = 32.0 GPM
(4) Pump Station Data (attached additional sheets as necessary)
Estimated Flow to the Station (GPD)
Location Type
Maximum Average
Minimum Operating Conditions
GPM @ FT H)I
On site Lift Station - private
3,375 GPD
39 GPM @ 128 FT
w/ dual submersible
(2.25 Peak Day 1500 GPD
finder pumps.
Factor).
(5) Collection/Transmission System Design Information
A. This information must be completed for all projects by the applicant' s professional engineer, .and if applicable, those professional
engineers in other disciplines who assisted with the design of the project.
If this project has been designed to comply with the standards and criteria listed below, the engineer shall initial in ink before the
standards or criteria. If any of the standards or criteria do not apply to this project or if this project has not been designed to
DEP Porro 6UN 300(8)(a) Page 2 of 11
Enactive November 6, 2003
comply with the standards or criteria, mark "X" before the appropriate standard or criteria and provide an explanation, including
any applicable rule references, in (5)B. below.
Note, if the project has not been designed in accordance with the standards and criteria set forth in Rules 62-604.400(1) and (2),
F.A.C., an application for an individual permit shall be submitted. However, if Rules 62-604.400(1) and (2), F.A.C., specifically
allow for another alternative that will result in an equivalent level of reliability and public health protection, the project can be
constructed using the general permit.
General Requirements
1. The project is designed based on an average daily flow of 100 gallons per capita plus wastewater flow from industrial
plants and major institutional and commercial facilities unless water use data or other justification is used to better
estimate the flow. The design includes an appropriate peaking factor, which covers I/I contributions and non -wastewater
connections to those service lines. [RSWF 11.243]
2. Procedures are specified for operation of the collection/transmission system during construction. [RSWF 20.15]
3. The project is designed to be located on public right-of-ways, land owned by the permittee, or easements and to be
located no closer than 100 feet from a public drinking water supply well and no closer than 75 feet from a private
drinking water supply well; or documentation is provided in Part II.(5)B., showing that another alternative will result in
an equivalent level of reliability and public health protection. [62-604.400(1)(b) and (c), F.A.C.]
4. The project is designed with no physical connections between a public or private potable water supply system and a
sewer or force main and with no water pipes passing through or coming into contact with any part of a sewer manhole.
[RSFW 38.1 and 48.5]
S. The project is designed to preclude the deliberate introduction of storm water, surface water, groundwater, roof runoff,
subsurface drainage, swimming pool drainage, air conditioning system condensate water, non -contact cooling water
except as provided by Rule 62-610.668(1), F.A.C., and sources of uncontaminated wastewater, except to augment the
supply of reclaimed water in accordance with Rule 62-610.472(3)(c), F.A.C. [62-604.400(1)(d), F.A.C.]
6. The project is designed so that all new or relocated, buried sewers and force mains, are located in accordance with the
separation requirements from water mains and reclaimed water lines of Rules 62-604.400(2)(g)(h) and (i) and (3), F.A.C.
Note, if the criteria of Rules 62-604.400(2)(g) 4. or (2)(i) 3., F.A.C., are used, describe in Part II.C. alternative
construction features that will be provided to afford a similar level of reliability and public health protection. [62-
604.400(2)(g), (h), and (i) and (3), F.A.C.]
Gravity Sewers
7. The project is designed with no public gravity sewer conveying raw wastewater less than 8 inches in diameter. [RSWF
X33.1]
8. The design considers buoyancy of sewers, and appropriate construction techniques are specified to prevent flotation of
}� the pipe where high groundwater conditions are anticipated. [RSWF 33.3}
t 9. All sewers are designed with slopes to give mean velocities, when flowing full, of not less than 2.0 feet per second, based
on Mannings formula using an "n" value of 0.013; or if it is not practicable to maintain these minimum slopes and the
depth of flow will be 0.3 of the diameter or greater for design average flow, the owner of the system has been notified
that additional sewer maintenance will be required. The pipe diameter and slope are selected to obtain the greatest
practical velocities to minimize solids deposition problems. Oversized sewers are not specified to justify flatter slopes.
[RSWF 33.41, 33.42, and 33.43]
10. Sewers are designed with uniform slope between manholes. [RWSF 33.44]
11. Where velocities greater than 15 fps are designed, provisions to protect against displacement by erosion and impact are
specified. [RSWF 33.45]
12. Sewers on 20% slopes or greater are designed to be anchored securely with concrete, or equal, anchors spaced as
follows: not over 36 feet center to center on grades 20% and up to 35%; not over 24 feet center to center on grades 35%
and up to 50%; and not over 16 feet center to center on grades 50% and over. [RSWF 33.46]
DEP Form 62-W.300(8)(a) Page 3 of 11
Effective November 6. 2003
13. Sewers 24 inches or less are designed with straight alignment between manholes. Where curvilinear sewers are proposed
for sewers greater than 24 inches, the design specifies compression joints; ASTM or specific pipe manufacturer's
maximum allowable pipe joint deflection limits are not exceeded; and curvilinear sewers are limited to simple curves
which start and end at manholes. [RSWF 33.5]
x14. Suitable couplings complying with ASTM specifications are required for joining dissimilar materials. [RSWF 33.7]
15. Sewers are designed to prevent damage from superimposed loads. [RSWF 33.7]
y16. Appropriate specifications for the pipe and methods of bedding and backfilling are provided so as not to damage the pipe
or its joints, impede cleaning operations and future tapping, nor create excessive side fill pressures and ovalation of the
yy pipe, nor seriously impair flow capacity. [RSWF 33.81]
/1 17. Appropriate deflection tests are specified for all flexible pipe. Testing is required after the final backfill has been in
place at least 30 days to permit stabilization of the soil -pipe system. Testing requirements specify: 1) no pipe shall
exceed a deflection of 5%; 2) using a rigid ball or mandrel for the deflection test with a diameter not less than 95% of the
base inside diameter or average inside diameter of the pipe, depending on which is specified in the ASTM specification,
including the appendix, to which the pipe is manufactured; and 3) performing the test without mechanical pulling
devices. [RSWF 33.85]
X18. Leakage tests are specified requiring that: 1) the leakage exfiltration or infiltration does not exceed 200 gallons per inch
of pipe diameter per mile per day for any section of the system; 2) exfiltration or infiltration tests be performed with a
minimum positive head of 2 feet; and 3) air tests, as a minimum, conform to the test procedure described in ASTM C-
828 for clay pipe, ASTM C 924 for concrete pipe, ASTM F-1417 for plastic pipe, and for other materials appropriate
test procedures. [RSWF 33.93, 33.94, and 33.95]
19. If an inverted siphon is proposed, documentation of its need is provided in Part II.C. Inverted siphons are designed with:
1) at least two barrels; 2) a minimum pipe size of 6 inches; 3) necessary appurtenances for maintenance, convenient
flushing, and cleaning equipment; and 4) inlet and discharge structures having adequate clearances for cleaning
equipment, inspection, and flushing. Design provides sufficient head and appropriate pipe sizes to secure velocities of at
least 3.0 fps for design average flows. The inlet and outlet are designed so that the design average flow may be diverted
to one barrel, and that either barrel may be cut out of service for cleaning. [RSWF 35]
Manholes
20. The project is designed with manholes at the end of each line; at all changes in grade, size, or alignment; at all
intersections; and at distances not greater than 400 feet for sewers 15 inches or less and 500 feet for sewers 18 inches to
30 inches, except in the case where adequate modem cleaning equipment is available at distances not greater than 600
y feet. [RSWF 34.1]
/1 21. Design requires drop pipes to be provided for sewers entering manholes at elevations of 24 inches or more above the
manhole invert. Where the difference in elevation between the incoming sewer and the manhole invert is less than 24
inches, the invert is designed with a fillet to prevent solids deposition. inside drop connections (when necessary) are
designed to be secured to the interior wall of the manhole and provide access for cleaning. Design requires the entire
outside drop connection be encased in concrete. [RSWF 34.2]
X22. Manholes are designed with a minimum diameter of 48 inches and a minimum access diameter of 22 inches. [RSWF
34.3]
23. Design requires that a bench be provided on each side of any manhole channel when the pipe diameter(s) are less than
the manhole diameter and that no lateral sewer, service connection, or drop manhole pipe discharges onto the surface of
the bench. [RSWF 34.51
24. Design requires: 1) manhole lift holes and grade adjustment rings be sealed with non -shrinking mortar or other
appropriate material; 2) inlet and outlet pipes be joined to the manhole with a gasketed flexible watertight connection or
another watertight connection arrangement that allows differential settlement of the pipe and manhole wall; and 3)
watertight manhole covers be used wherever the manhole tops may be flooded by street runoff or high water. [RSWF
34.6]
25. Manhole inspection and testing for watertightness or damage prior to placing into service are specified. Air testing, if
specified for concrete sewer manholes, conforms to the test procedures described in ASTM C-1244. [RSWF 34.7]
26. Electrical equipment specified for use in manholes is consistent with Item 46 of this checklist. [RSWF 34.9]
DEP Form 62-604.300(8)(a) Page 4 of 11
Effective November 6, 2003
Stream Crossinas
27. Sewers and force mains entering or crossing streams are designed to be constructed of ductile iron pipe with mechanical
joints or so they will remain watertight and free from changes in alignment or grade. Appropriate materials which will
not readily erode, cause siltation, damage pipe during placement, or corrode the pipe are specified to backfill the trench.
�( [RSWF 36.21 and 48.5]
28. Stream crossings are designed to incorporate valves or other flow regulating devices (which may include pump stations)
on the shoreline or at such distances form the shoreline to prevent discharge in the event the line is damaged. [62-
604.400(2)(k)5.1 F.A.C.]
29.
Sewers and force mains entering or crossing streams are designed at a sufficient depth below the natural bottom of the
stream bed to protect the line. At a minimum, the project is designed with subaqueous lines to be buried at least three
feet below the design or actual bottom, whichever is deeper, of a canal and other dredged waterway or the natural bottom
of streams, rivers, estuaries, bays, and other natural water bodies; or if it is not practicable to design the project with Iess
than three-foot minimum cover, alternative construction features (e.g. a concrete cap, sleeve, or some other properly
engineered device to insure adequate protection of the line) are described in Part II.C. [62-604.400(2)(k)1., F.A.C., and
RSWF 36.11]
30. Specifications require permanent warning signs be placed on the banks of canals, streams, and rivers clearly identifying
the nature and location (including depths below design or natural bottom) of subaqueous crossings and suitably fixed
signs be placed at the shore, for subaqueous crossings of lakes, bays, and other large bodies of water, and in any area
where anchoring is normally expected. [62-604.400(2)(k)2.. F.A.C.]
31. Provisions for testing the integrity of subaqueous lines are specified. [62-604.400(2)(k)4., F.A.C.]
1{ 32. Supports are designed for all joints in pipes utilized for aerial crossings and to prevent overturning and settlement.
Expansion jointing is specified between above ground and below ground sewers and force mains. The design considers
the impact of floodwaters and debris. [RSWF 37 and 48.5]
33. Aerial crossings are designed to maintain existing or required navigational capabilities within the waterway and to
reserve riparian rights of adjacent property owners. [62-604.400(2)(k)3., F.A.C.]
Pump Stations
34. In areas with high water tables, pump stations are designed to withstand flotation forces when empty. When siting the
pump station, the design considers the potential for damage or interruption of operation because of flooding. Pump
station structures and electrical and mechanical equipment are designed to be protected from physical damage by the
100 -year flood. Pump stations are designed to remain fully operational and accessible during the 25 -year flood unless
lesser flood levels are appropriate based on local considerations, but not less than the 10 -year flood. [62-604.400(2)(e),
F.A.C.]
35. Pump stations are designed to be readily accessible by maintenance vehicles during all weather conditions. [RSWF 41.2]
36. Wet well and pump station piping is designed to avoid operational problems from the accumulation of grit. [RSWF 41.3]
37. Dry wells, including their superstructure, are designed to be completely separated from the wet well. Common walls are
designed to be gas tight. [RSWF 42.21]
38. The design includes provisions to facilitate removing pumps, motors, and other mechanical and electrical equipment.
[RSWF 42.22]
39. The design includes provisions for: 1) suitable and safe means of access for persons wearing self-contained breathing
apparatus are provided to dry wells, and to wet wells; 2) stairway access to wet wells more than 4 feet deep containing
either bar screens or mechanical equipment requiring inspection or maintenance; 3) for built -in-place pump stations, a
stairway to the dry well with rest landings at vertical intervals not to exceed 12 feet; 4) for factory -built pump stations
over 15 feet deep, a rigidly fixed landing at vertical intervals not to exceed 10 feet unless a manlift or elevator is
provided; and 5) where a landing is used, a suitable and rigidly fixed barrier to prevent an individual from falling past the
intermediate landing to a lower level. If a manlift or elevator is provided, emergency access is included in the design.
[RSWF 42.23]
40. Specified construction materials are appropriate under conditions of exposure to hydrogen sulfide and other
corrosive gases, greases, oils, and other constituents frequently present in wastewater. [RSWF 42.25]
DEP Form 62-604.300(8)(a) Page 5 of 11
Effecdve November 6, 2003
41. Except for low-pressure grinder or STEP systems, multiple pumps are specified, and each pump has an individual intake.
Where only two units are specified, they are of the same size. Specified units have capacity such that, with any unit out
of service, the remaining units will have capacity to handle the design peak hourly flow. [RSWF 42.31 and 42.36]
X42. Bar racks are specified for pumps handling wastewater from 30 inch or larger diameter sewers. Where a bar rack is
specified, a mechanical hoist is also provided. The design includes provisions for appropriate protection from clogging
for small pump stations. [RSWF 42.322]
43. Pumps handling raw wastewater are designed to pass spheres of at least 3 inches in diameter. Pump suction and
discharge openings are designed to be at least 4 inches in diameter. [RSWF 42.33] (Note, this provision is not applicable
to grinder pumps.)
44. The design requires pumps be placed such that under normal operating conditions they will operate under a positive
suction head, unless pumps are suction -lift pumps. [RSWF 42.34]
45. The design requires: 1) pump stations be protected from lightning and transient voltage surges; and 2) pump stations be
equipped with lighting arrestors, surge capacitors, or other similar protection devices and phase protection. Note, pump
stations serving a single building are not required to provide surge protection devices if not necessary to protect the
pump station. [62-604.400(2)(b), F.A.C.]
46. The design requires 1) electrical systems and components (e.g., motors, lights, cables, conduits, switch boxes, control
circuits, etc.) in raw wastewater wet wells, or in enclosed or partially enclosed spaces where hazardous concentrations of
flammable gases or vapors may be present, comply with the National Electrical Code requirements for Class I Group D,
Division 1 locations; 2) electrical equipment located in wet wells be suitable for use under corrosive conditions; 3) each
flexible cable be provided with a watertight seal and separate strain relief, 4) a fused disconnect switch located above
ground be provided for the main power feed for all pump stations; 5) electrical equipment exposed to weather to meet
the requirements of weatherproof equipment NEMA 3R or 4; 6) a 110 volt power receptacle to facilitate maintenance be
provided inside the control panel for pump stations that have control panels outdoors; and 7) ground fault interruption
protection be provided for all outdoor outlets. [RSWF 42.35]
x47. The design requires a sump pump equipped with dual check valves be provided in dry wells to remove leakage or
drainage with discharge above the maximum high water level of the wet well. [RSWF 42.37]
48. Pump station design capacities are based on the peak hourly flow and are adequate to maintain a minimum velocity of 2
feet per second in the force main. [RSWF 42.38]
49. The design includes provisions to automatically alternate the pumps in use. [RSWF 42.4]
50. The design requires: 1) suitable shutoff valves be placed on the suction line of dry pit pumps; 2) suitable shutoff and
check valves be placed on the discharge line of each pump (except on screw pumps); 3) a check valve be located
between the shutoff valve and the pump; 4) check valves be suitable for the material being handled; 5) check valves be
placed on the horizontal portion of discharge piping (except for ball checks, which may be placed in the vertical run); 6)
all valves be capable of withstanding normal pressure and water hammer; and 7) all shutoff and check valves be operable
from the floor level and accessible for maintenance. [RSWF 42.5]
51. The effective volume of wet wells is based on design average flows and a filling time not to exceed 30 minutes unless the
facility is designed to provide flow equalization. The pump manufacturer's duty cycle recommendations were utilized in
selecting the minimum cycle time. [RSWF 42.62]
DEP Form 62-W.300(8)(a) Page 6 of 11
Effective November 6. 2003
52. The design requires wet well floors have a minimum slope of I to 1 to the hopper bottom and the horizontal area of
hopper bottoms be no greater than necessary for proper installation and function of the inlet. [RSWF 42.63]
53. For covered wet wells, the design provides for air displacement to the atmosphere, such as an inverted "j" tube or other
means. [RSWF 42.64]
54. The design provides for adequate ventilation all pump stations; mechanical ventilation where the dry well is below the
ground surface; permanently installed ventilation if screens or mechanical equipment requiring maintenance or
inspection are located in the wet well. Pump stations are designed with no interconnection between the wet well and dry
well ventilation systems. [RSWF 42.71]
55. The design requires all intermittently operated ventilation equipment to be interconnected with the respective pit
lighting system and the manual lighting/ventilation switch to override the automatic controls. [RSWF 42.73]
56. The design requires the fan wheels of ventilation systems be fabricated from non -sparking material and automatic heating
and dehumidification equipment be provided in all dry wells. [RSWF 42.74]
57. If wet well ventilation is continuous, design provides for at least 12 complete 100% fresh air changes per hour; if wet
well ventilation is intermittent, design provides for at least 30 complete 100% fresh air changes per hour; and design
requires air to be forced into wet wells by mechanical means rather than solely exhausted from the wet well. [RSWF
}� 42.75]
/ 58. If dry well ventilation is continuous, design provides at least 6 complete 100% fresh air changes per hour; and dry well
ventilation is intermittent, design provides for at least 30 complete 100% fresh air changes per hour, unless a system of
two speed ventilation with an initial ventilation rate of 30 changes per hour for 10 minutes and automatic switch over to
6 changes per hour is used to conserve heat. [RSWF 42.76]
59. Pump stations are designed and located on the site to minimize adverse effects from odors, noise, and lighting. [62-
604.400(2)(c), F.A.C.]
60. The design requires pump stations be enclosed with a fence or otherwise designed with appropriate features to
discourage the entry of animals and unauthorized persons. Posting of an unobstructed sign made of durable weather
resistant material at a location visible to the public with a telephone number for a point of contact in case of emergency is
specified. [62-604.400(2)(d), F.A.C.]
61. The design requires suitable devices for measuring wastewater flow at all pump stations. Indicating, totalizing, and
recording flow measurement are specified for pump stations with a 1200 gpm or greater design peak flow. [RSWF 42.8]
62. The project is designed with no physical connections between any potable water supplies and pump stations. If
a potable water supply is brought to a station, reduced -pressure principle backflow -prevention assemblies are
specified. [RSWF 42.9 and 62-555.30(4), F.A.C.]
x 63.
Additional Items to be Completed for Suction -Lift Pump Stations
The design requires all suction -lift pumps to be either self -priming or vacuum -priming and the combined total of
dynamic suction -lift at the "pump off' elevation and required net positive suction head at design operating conditions not
to exceed 22 feet. For self -priming pumps, the design requires: 1) pumps be capable of rapid priming and repriming at
the "lead pump on" elevation with self -priming and repriming accomplished automatically under design operating
conditions; 2) suction piping not to exceed the size of the pump suction or 25 feet in total length; and 3) priming lift at
the "lead pump on" elevation to include a safety factor of at least 4 feet from the maximum allowable priming lift for the
specific equipment at design operating conditions. For vacuum -priming pump stations, the design requires dual vacuum
pumps capable of automatically and completely removing air from the suction -lift pumps and the vacuum pumps be
adequately protected from damage due to wastewater. [RSWF 43.1 ]
64. The design requires: 1) suction -lift pump equipment compartments to be above grade or offset and to be effectively
isolated from the wet well to prevent a hazardous and corrosive sewer atmosphere from entering the equipment
compartment; 2) wet well access not to be through the equipment compartment and to be at least 24 inches in diameter;
3) gasketed replacement plates be provided to cover the opening to the wet well for pump units to be remove for service;
and 4) no valving be located in the wet well. [RSWF 43.2]
DEP Form 62-604.300(8)(a) Page 7 of 11
Effeedve November 6, 2003
Additional Items to be Completed for Submersible Pump Stations
65. Submersible pumps and motors are designed specifically for raw wastewater use, including totally submerged operation
during a portion of each pump cycle and to meet the requirements of the National Electrical Code for such units.
Provisions for detecting shaft seal failure or potential seal failure are included in the design. [RSWF 44.1]
66. The design requires submersible pumps be readily removable and replaceable without dewatering the wet well or
disconnecting any piping in the wet well. [RSWF 44.2]
67. In submersible pump stations, electrical supply, control, and alarm circuits are designed to provide strain relief; to allow
disconnection from outside the wet well; and to protect terminals and connectors from corrosion by location outside the
X wet well or through use of watertight seals. [RSWF 44.31]
68. In submersible pump stations, the design requires the motor control center to be located outside the wet well, readily
accessible, and protected by a conduit seal or other appropriate measures meeting the requirements of the National
Electrical Code, to prevent the atmosphere of the wet well from gaining access to the control center. If a seal is
specified, the motor can be removed and electrically disconnected without disturbing the seal. The design requires
control equipment exposed to weather to meet the requirements of weatherproof equipment NEMA 3R or 4. [RSWF
44.32]
69. In submersible pump stations, the design requires: 1) pump motor power cords be flexible and serviceable under
conditions of extra hard usage and to meet the requirements of the National Electrical Code standards for flexible cords
in wastewater pump stations; 2) ground fault interruption protection be used to de -energize the circuit in the event of any
failure in the electrical integrity of the cable; and 3) power cord terminal fittings be corrosion -resistant and constructed in
a manner to prevent the entry of moisture into the cable, provided with strain relief appurtenances, and designed to
facilitate field connecting. [RSWF 44.33]
A70. In submersible pump stations, the design requires all shut-off and check valves be located in a separate valve
pit. Provisions to remove or drain accumulated water from the valve pit are included in the design. [RSWF
44.4]
Emergency Operations for Pump Stations
71. Pump stations are designed with an alarm system which activates in cases of power failure, sump pump failure, pump
failure, unauthorized entry, or any cause of pump station malfunction. Pump station alarms are designed to be
telemetered to a facility that is manned 24 hours a day. If such a facility is not available and a 24-hour holding capacity
is not provided, the alarm is designed to be telemetered to utility offices during normal working hours and to the home of
the responsible person(s) in charge of the lift station during off-duty hours. Note, if an audio-visual alarm system with a
self-contained power supply is provided in lieu of a telemetered system, documentation is provided in Part H.C. showing
an equivalent level of reliability and public health protection. [RSWF 45]
72. The design requires emergency pumping capability be provided for all pump stations. For pump stations that receive
flow from one or more pump stations through a force main or pump stations discharging through pipes 12 inches or
larger, the design requires uninterrupted pumping capability be provided, including an in-place emergency generator.
Where portable pumping and/or generating equipment or manual transfer is used, the design includes sufficient storage
capacity with an alarm system to allow time for detection of pump station failure and transportation and connection of
emergency equipment. [62-604.400(2)(a)1. and 2., F.A.C., and RSWF 46.423 and 46.433]
73. The design requires: 1) emergency standby systems to have sufficient capacity to start up and maintain the total rated
running capacity of the station, including lighting, ventilation, and other auxiliary equipment necessary for safety and
proper operation; 2) special sequencing controls be provided to start pump motors unless the generating equipment has
capacity to start all pumps simultaneously with auxiliary equipment operating; 3) a riser from the force main with rapid
connection capabilities and appropriate valving be provided for all pump stations to hook up portable pumps; and 4) all
pump station reliability design features be compatible with the available temporary service power generating and
pumping equipment of the authority responsible for operation and maintenance of the collection/transmission system.
[62-604.400(2)(a)3., F.A.C., and RSWF 46.431 ]
74. The design provides for emergency equipment to be protected from operation conditions that would result in damage to
the equipment and from damage at the restoration of regular electrical power. [RSWF 46.411, 46.417, and 46.432]
DEP Form 62-604.300(8)(a) Page 8 of 11
Effective November 6, 2003
75. For permanently -installed internal combustion engines, underground fuel storage and piping facilities are designed in
accordance with applicable state and federal regulations; and the design requires engines to be located above grade with
adequate ventilation of fuel vapors and exhaust gases. [RSWF 46.414 and 46.415]
76. For permanently -installed or portable engine -driven pumps are used, the design includes provisions for manual start-up.
[RSWF 46.422]
77. Where independent substations are used for emergency power, each separate substation and its associated transmission
lines is designed to be capable of starting and operating the pump station at its rated capacity. [RSWF 46.44]
Force Mains
78. Force mains are designed to maintain, at design pumping rates, a cleansing velocity of at least 2 feet per second. The
minimum force main diameter specified for raw wastewater is not less than 4 inches. [RSWF 48.1]
79. The design requires: 1) branches of intersecting force mains be provided with appropriate valves such that one branch
may be shut down for maintenance and repair without interrupting the flow of other branches; and 2) stubouts on force
mains, placed in anticipation of future connections, be equipped with a valve to allow such connection without
interruption of service. [62-604.400(2)(0, F.A.C.]
80. The design requires air relief valves be placed at high points in the force main to prevent air locking. [RSWF 48.2]
81. Specified force main pipe and joints are equal to water main strength materials suitable for design conditions. The force
main, reaction blocking, and station piping are designed to withstand water hammer pressures and stresses associated
with the cycling of wastewater pump stations. [RSWF 48.41
82. When the Hazen and Williams formula is used to calculate friction losses through force mains, the value for "C" is 100
for unlined iron or steel pipe for design. For other smooth pipe materials, such as PVC, polyethylene, lined ductile iron,
the value for C does not exceed 120 for design. [RSWF 48.61]
83. Where force mains are constructed of material, which might cause the force main to be confused with potable water
mains, specifications require the force main to be clearly identified. [RSWF 48.7]
84. Leakage tests for force mains are specified including testing methods and leakage limits. [RSWF 48.8]
*RSWF = Recommended Standards for Wastewater Facilities (1997) as adopted by rule 62-604.300(5)(c), F.A.C.
B. Explanation for Requirements or Standards Marked " X" in H(5)A. Above (Attach additional sheets if necessary):
7-19.- No gravity sewer proposed, except sewer drain for bathroom facility and Museum,which is regulated by the Florida Standard Plumbing Code
20-26.- No sewer manholes are proposed. 27-33.- No stream crossing are proposed. 37., 47.- No dry well proposed.
42.- No sewer > 30". 43.- Grinder pumps proposed. 57., 58.- No mechanical ventilation. 75., 76. No engine driven pumps.
63-70.- Suction -Lift Pumping not proposed. 80.- No highpoints- RM is relatively flat.
PART III - CERTIFICATIONS
(1) Collection/Transmission System Permittee
1, the undersigned owner or authorized representative* of City of Sebastian
am fully aware that the statements made in this application for a construction permit are true, correct and complete to the best of my knowledge
and belief. I agree to retain the design engineer or another professional engineer registered in Florida, to conduct on-site observation of
construction, to prepare a certification of completion of construction, and to review record drawings for adequacy. Further, I agree to provide an
appropriate operation and maintenance manual for the facilities pursuant to Rule 62-604.500(4), F.A.C., and to retain a professional engineer
registered in FI ida to amine (or to prepare if desired) the manual. I am fully aware that Department approval must be obtained before this
project is plac into ice for any purpose other than testing for leaks and testing equipment operation.
a
Signed Date 4
1
Name er Title City Manager
*Attach a Iett of authorization.
DEP Form 62-W.300(8)(a)
Effective November 6. 2003
Page 9 of 11
(2) Owner of Collection/Transmission System
I, the undersigned owner or authorized representative* of Indian River County Utility Department certify that we will be the
Owner of this project after it is placed into service. I agree that we will operate and maintain this project in a manner that will comply with
applicable Department rules. Also I agree that we will promptly notify the Department if we sell or legally transfer ownership of this project.
Signed Date
Name Gordon Sparks, P.E. Title Environmental Engineer
Company Name Indian River County Utility Department
Address 1840 25th Street
City Vero Beach State FL Zip 32960
Telephone 772-567-8000 Fax 772-770-5143 Email NIA
* Attach a letter of authorization.
(3) Wastewater Facility Serving Collection/Transmission System**
If this is a Notice of Intent to use a general permit, check here:
❑ The undersigned owner or authorized representative* of the wastewater facility
hereby certifies that the above referenced facility has the capacity to receive the wastewater generated by the proposed collection system; is
in compliance with the capacity analysis report requirements of Rule 62-600.405, F.A.C.; is not under a Department order associated
with effluent violations or the ability to treat wastewater adequately; and will provide the necessary treatment and disposal as required by
Chapter 403, F.S., and applicable Department rules.
If this is an application for an individual permit, check one:
® The undersigned owner or authorized representative* of the Central Regional WWTF wastewater facility
hereby certifies that the above referenced facility has and will have adequate reserve capacity to accept the flow from this project and will
provide the necessary treatment and disposal as required by Chapter 403, F.S., and applicable Department rules.
❑ The undersigned owner or authorized representative* of the wastewater facility
hereby certifies that the above referenced facility currently does not have, but will have prior to placing the proposed project into
operation, adequate reserve capacity to accept the flow from this project and will provide the necessary treatment and disposal as required
by Chapter 403, F.S., and applicable Department rules.
Name of Treatment Plant Serving Project
Central Regional WWTF
County Indian River City Vero Beach
DEP permit number FL 010431 Expiration Date 4/22/2008
Maximum monthly average daily flow over the last 12 month period 1916 MGD Month(s) used
Maximum three-month average daily flow over the last 12 month 1739 MGD Month(s) used
Current permitted capacity 2000 MGD ❑ AADF ® MADF ❑ TMADF
Current outstanding flow commitments (including this project) against treatment plant capacity: 2500
Signed Date
Name Gordon Sparks, P.E. Title Environmental Engineer
Address 1840 25`6 Street
City Vero Beach State FL Zip 32964
Telephone 772-567-8000 Fax 772-567-5143 Email N/A
* Attach a letter of authorization.
** If there is an intermediate collection system, a letter shall be attached certifying that the intermediate downstream collection system has
adequate reserve capacity to accept the, flow from this project.
DEP For, 62-604.300(8)(a) Page 10 of 11
Effective November 6, 2003
A
(4) Professional Engineer Registered in Florida
I, the undersigned professional engineer registered in Florida, certify that I am in responsible charge of the preparation and production of
engineering documents for this project; that plans and specifications for this project have been completed; that I have expertise in the design of
wastewater collection/transmission systems; and that, to the best of my knowledge and belief, the engineering design for this project complies with
the requirements of Chapter 62-604, F.A.C.
Name Joseph W. Schulke, P. E. Florida Registration No.
Company Name Schulke, Bittle & Stoddard, L.L.C.
Address 1717 Indian River Blvd., Suite 201
City Vero Beach State FL Zip 32960
Telephone 770-9622 Fax 770-9496 Email info@sbsengineers.com
Portion of Project for Which Responsible Entire project
Signed
Date
47048
(Affix Seal)
Name
Company Name
Address
City
Telephone Fax
Portion of Project for Which Responsible
Name
Company Name
Address
City
Telephone Fax
Portion of Project for Which Responsible
Florida Registration No.
State
Email
Florida Registration No.
State
DEP Form 62-604.300(8)(a) Page 11 of 11
Effective November 6. 2003
Email
(Affix Seal)
Signed
Date
Zip
Signed
Date
Zip
(Affix Seal)