HomeMy Public PortalAboutResolution 2022-22 Engineering Standards Manual AmendmentRESOLUTION 2022 - 22
A RESOLUTION OF THE CITY OF CRESTVIEW, FLORIDA, PROVIDING FOR THE
AMENDMENT OF PORTIONS OF SECTIONS OF THE ENGINEERING STANDARDS
MANUAL; PROVIDING FOR AUTHORITY; PROVIDING FOR SEVERABILITY;
PROVIDING FOR SCRIVENER'S ERRORS; PROVIDING FOR LIBERAL
INTERPRETATION; PROVIDING FOR REPEAL OF CONFLICTING CODES AND
ORDINANCES; AND PROVIDING FOR AN EFFECTIVE DATE
WHEREAS, the City is authorized and empowered to adopt and enforce ordinances,
resolutions and codes, not inconsistent with state law that are necessary to regulate development;
and
WHEREAS, staff has determined that various Engineering Standards
Manual amendments would positively impact the capacity for both developers and citizens to
develop their property in a way that is within their rights and with respect to the rights of other
citizens.
BE IT ORDAINED BY THE CITY COUNCIL OF CRESTVIEW, FLORIDA, AS
FOLLOWS:
SECTION 1— ENGINEERING STANDARDS MANUAL AMENDMENTS. Multiple
sections of the Engineering Standards Manual are amended to revise various elements of the
Code to make the code more cohesive, logical, and beneficial for both developers and citizens, as
attached to this resolution (Attachment 1).
SECTION 2 — AUTHORITY. The authority for enactment of this resolution is Section
166.041, Florida Statutes and The City of Crestview Engineering Standards Manual.
SECTION 3 — SEVERABILITY. If any word, phrase, sentence, paragraph or provision of this
ordinance or the application thereof to any person or circumstance is held invalid or
unconstitutional, such finding shall not affect the other provisions or applications of this
resolution which can be given effect without the invalid or unconstitutional provision or
application, and to this end the provisions of this ordinance are declared severable.
SECTION 4 — SCRIVENER'S ERRORS. The correction of typographical errors which do not
affect the intent of this resolution may be authorized by the City Manager or the City Manager's
designee, without public hearing, by filing a corrected or re -codified copy with the City Clerk.
SECTION 5 — RESOLUTION TO BE LIBERALLY CONSTRUED. This resolution shall be
liberally construed in order to effectively carry out the purposes hereof which are deemed not to
adversely affect public health, safety, or welfare.
SECTION 6 — REPEAL OF CONFLICTING CODES, ORDINANCES, AND
RESOLUTIONS. All Charter provisions, codes, ordinances and resolutions or parts of charter
provisions, codes, ordinances and resolutions or portions thereof of the City of Crestview, in
conflict with the provisions of this resolution are hereby repealed to the extent of such conflict.
SECTION 7 — EFFECTIVE DATE. This resolution shall take effect immediately upon its
adoption.
NOW THEREFORE BE IT RESOLVED that the City of Crestview approve the
amendment of ions of sections of the Engineering Standards Manual.
ADOPT I5 this 2nd day.of August 2022.
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__________________________________
CITY OF CRESTVIEW
DEPARTMENT OF PUBLIC SERVICES
__________________________________
Adopted February 2021
Michael J. Criddle
Director of Public Services
Marc D. Bonifay, P.E.
City Engineer
Latest Revisions: August 2022
City of Crestview Engineering Standards Manual August 2022
i
TABLE OF CONTENTS
1.0 INTRODUCTION ………………………………………….………………………………………………………………. 1
2.0 POLICY ……………………………………………………………………….………………………………………………. 1
3.0 EROSION & SEDIMENTATION CONTROL ……………..…………….…………………………………………. 1
4.0 STORMWATER MANAGEMENT ………………………………………………………………….……………….. 2
4.1 Retention/Detention Basins ………………………………………………………………………………….. 2
4.2 Stormwater Conveyances ……………………………………………………………………………………... 3
5.0 ROADS & STREETS …………………….…………………………………………………………………….……….…. 4
5.1 Traffic Study ………………………………………………………………………………………………………….. 4
5.2 Street Layout ……………………………….………………………………………………………………………... 5
5.3 Roadway Design ……………………………………………………………………………………………………. 6
5.4 Testing ………………………………………………………………………………………………………………….. 8
6.0 DRIVEWAYS, PARKING & VEHICULAR ACCESSABILITY ………………………………………………….. 8
6.1 Driveways ……………………………………………………………………………………………………………... 8
6.2 Parking ………………………………………………………………………………………………………………….. 9
7.0 SIDEWALKS & MULTI-USE PATHS …………………………………………………………….………………... 10
7.1 Sidewalk Standards ………………………………………………………………….………………………….. 10
7.2 Multi-Use Paths …………………………………………………………………………………………………... 10
8.0 POTABLE WATER DISTRIBUTION ……………………………………………………………………………….. 11
8.1 Purpose ……………………………………………………………………………………………………………….. 11
8.2 General Description of Work ……………………………………………………………………………….. 11
8.3 Regulations …………………………………………………………………………………………………………. 11
8.4 Design Standards …………………………………………………………………………………………………. 12
9.0 SANITARY WASTEWATER COLLECTION ………………………………………………………………………. 17
9.1 Purpose ……………………………………………………………………………………………………………….. 17
9.2 General Description of Work ……………………………………………………………………………….. 17
9.3 Regulations …………………………………………………………………………………………………………. 17
9.4 Design Standards …………………………………………………………………………………………………. 18
City of Crestview Engineering Standards Manual August 2022
ii
TABLE OF CONTENTS
10.0 CLOSEOUT & FINAL ACCEPTANCE ………………………………………………………………………………. 23
10.1 General Requirements …………………………………………………………………………………………. 23
10.2 As-Built Record Drawings …………………………………………………………………………………….. 23
10.3 Closeout Checklist ……………………………………………………………………………………………….. 24
10.4 2-Year Warranty Period ………………………………………………………………………………..……….25
APPENDIX A – CITY OF CRESTVIEW – STANDARD UTILITY SPECIFICATIONS
SECTION TITLE PAGES
12 Trench Excavation, Backfill & Compaction ……………….…..……………………….……. 5
13 Pipe Boring, Drilling & Jacking …………………….…..……………………………………….... 5
14 Water Mains & Wastewater Force Mains ………..………..……………………………… 12
15 Sanitary Sewer Specifications ………………………………..…………………………………... 9
16 Lift Station Specifications ………………………………..……………………………………….. 15
City of Crestview Engineering Standards Manual August 2022
1
1.0 INTRODUCTION
The 2021 City of Crestview Land Development Code was adopted on February 8, 2021 and
became effective on February 24, 2021. Many requirements contained in the previous Land
Development Code will now be located in the Engineering Standards Manual (ESM) of Crestview.
The ESM is referenced throughout the Land Development Code, containing uniform minimum
standards for the design and construction of required improvements acceptable within the City
of Crestview.
2.0 POLICY
The Engineering Standards Manual shall serve as the official document that contains the
minimum standards for design and construction of required improvements throughout the City
of Crestview. The Public Services Director shall establish and maintain the Engineering Standards
Manual and such other standards for work within the public rights of way.
3.0 EROSION & SEDIMENTATION CONTROL
Erosion and sedimentation control measures shall be installed around the perimeter of all
construction sites that disturb the existing topography. Unless otherwise noted by City
standards, all erosion control measures shall comply with the latest version of the Florida
Department of Transportation’s (FDOT) Design Standards and the Florida Department of
Environmental Protection’s (FDEP) Florida Stormwater Erosion and Sedimentation Control
Inspector’s Manual. All development shall provide for erosion and sedimentation control as
follows:
A. An erosion control plan is required as part of the Stormwater Management Plan.
B. The plan shall show the location of all erosion control measures, provide details of each
and list the construction sequences.
C. Before the commencement of construction activity, erosion control measures must be
installed.
D. Silt fencing shall be installed around the perimeter of the site to provide for erosion
control and define the limits of construction activity.
E. On site and downstream inlets shall be protected by temporary inlet protection.
F. All soil stockpiles shall be protected against dusting and erosion.
G. At all times during and after construction, disturbed areas shall be stabilized. Final
stabilized areas shall be sodded/seeded and established prior to project closeout.
City of Crestview Engineering Standards Manual August 2022
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4.0 STORMWATER MANAGEMENT
4.1 Retention/Detention Basins
In order to ensure the objectives and performance standards of this article will be met, the
design, construction and maintenance of stormwater management facilities and drainage
systems shall be consistent with the following standards:
A. Stormwater management plans must be prepared, signed and sealed by a professional
engineer registered in the state of Florida. This plan must include a drainage map
delineating the watersheds of all onsite and offsite runoff.
B. All developments shall treat the first flush of runoff on-site and assure that the post
development runoff conditions will not exceed the predevelopment conditions for the
critical duration 25-year storm event up to and including the 24-hour duration. This will
include the subject site and any offsite contributing areas.
C. The required treatment volume (first flush) shall be the runoff from one inch of rainfall
with a minimum volume of one-half inch of runoff. This volume shall be retained or
detained onsite to meet stormwater quality compliance. The volume calculation is: Area
x Runoff Coefficient x 1” or Area x ½” whichever is greater.
D. Runoff from impervious surfaces shall be treated to remove oil and sediment before it
enters receiving waters. A skimmer shall be installed on all retention/detention basin
overflow devices for this purpose. The skimmer shall be hydraulically designed to
accommodate the required flow around the skimmer and into the overflow structure
without overtopping the skimmer. Detailed dimensions and calculations shall be
provided.
E. The treatment volume retained in retention basins must be recovered through
percolation within 72 hours following a storm event using a factor of safety of 2. Only the
bottoms and applicable sides slopes can be used in recovery calculations. For wet
detention ponds, the bleed down orifice must be properly sized to drawdown one-half
the treatment volume between 48 and 60 hours.
F. Percolation rates utilized in recovery calculations shall be obtained from a signed and
sealed geotechnical report. In any circumstance, the maximum design percolation rate is
not to exceed 2.5 feet per hour.
G. For the purpose of stormwater quantity/flood control the post development discharge
rate must not exceed predevelopment discharge rate for the 25-year storm event. The
published FDOT 25-year/1-hour, 2-hour, 4-hour, 8-hour, and 24-hour rainfall distributions
shall be analyzed to determine the critical duration and demonstrate compliance. In lieu
of the FDOT rainfall distributions, the NRCS Type III distribution may be used for the 25-
year storm.
H. Developments that discharge directly into tidally influenced surface waters of the state
must still meet treatment volume requirements but are not required to provide
attenuation.
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I. In areas where there is no legal or positive outfall for stormwater from the development
site, the 100 year/critical duration storm event will be retained on site with no discharge.
This volume must be recovered within 15 days.
J. For ponds with a berm higher than 18 inches, a minimum freeboard of 20% of the total
depth shall be provided during the 100-year/critical duration storm, with a maximum
freeboard depth of one foot.
K. All pond berms higher than 3 feet must have a clay core compacted to 95% and keyed
into the natural grade. The minimum top width of the berm must be equal to the height
of the berm with 3 feet as a minimum.
L. The banks of detention and retention areas shall slope at a gentle grade into the water to
a minimum depth of 2 feet below the water control elevation as safeguard against
drowning, personal injury or other accidents, to encourage the growth of vegetation and
to allow the alternate flooding and exposure of areas along the shore as water levels
periodically rise and fall. All slopes steeper than 4:1 with a depth greater than 2 feet shall
be fenced. The minimum height of the fence is 6 feet.
M. Maintenance access must be provided to all stormwater management facilities.
N. The City reserves the right to require compliance to higher standards for stormwater
quantity and quality in areas of special concern as designated by the City.
O. Runoff coefficients (“C”) used in design calculations shall not exceed the following:
Wetland 0.15 Max.
Wooded 0.20 Max.
Undeveloped 0.25 Max.
Vegetated 0.25 Min.
Single-Family Residential 0.40 Min.
Multi-Family Residential 0.70 Min.
Commercial & Industrial 0.80 Min.
Gravel & Pervious Parking 0.60 Min.
Impervious 0.90 Min.
4.2 Stormwater Conveyances
Drainage calculations are required for all stormwater conveyances including but not limited to
pipes, inlets, curb & gutter, and open channels/swales within city rights of way and easements.
Calculations must demonstrate capacity for the 25-year/critical duration storm as follows:
A. A drainage map with delineated watersheds for each conveyance is required.
B. The minimum allowable pipe diameter is 15 inches. Accepted pipe materials are
Reinforced Concrete, Corrugated Polyvinyl Chloride, Polypropylene, and High-Density
Polyethylene. High-Density Polyethylene is not permitted under streets.
C. All pipes and storm sewers must be shown in profile view and have a continuous
descending slope of 0.2% minimum to the discharge point. Head driven/bubble-up
systems are prohibited. Where pipe sizes increase, crowns will be matched. Maximum
pipe lengths between drainage structures is 400 feet.
City of Crestview Engineering Standards Manual August 2022
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D. All pipe calculations must use the slope of the hydraulic grade line not the pipe slope and
account for any tailwater conditions. Systems discharging into ponds must use the
discharge elevation of the pond as a minimum tailwater condition. The hydraulic grade
line cannot exceed the grate top, slot, or throat elevation of any inlet within the system.
E. The minimum allowable grate area for inlets without slots or throats is 12 square feet.
Ditch bottom inlets not in vehicular use areas shall have grate tops a minimum of 6 inches
above grade with a slot at grade.
F. Flows from the design storm cannot exceed the published capacities for each inlet. Inlets
in a sag curve must account for bypass flows from any upstream inlets on slope.
G. The minimum slope for gutters is 0.3% and gutter spread calculations cannot exceed the
top of curb.
H. All open channels/swales shall be fully stabilized, have a minimum slope of 0.3% and
require both capacity and velocity calculations. Any channel/swale with a velocity greater
than 3 feet/second must be concrete. A channel/swale with a velocity greater than 6
feet/second requires energy dissipaters. Side slopes shall be 6 to 1 or flatter for grass and
3 to 1 or flatter for concrete.
I. Open channels/swales in road rights-of-way shall have minimal depth, 6 to 1 or flatter
side slopes and a 4-foot shoulder with a maximum cross slope of 6%.
J. Drainage easements must have a minimum width of 20 feet. Easements for open
channels shall provide 10-foot for maintenance access in addition to the top width of the
channel. Wider easements will be required for deep and/or large pipes.
5.0 ROADS & STREETS
All streets within the City of Crestview shall be designed and constructed to accommodate
vehicles, bicycles and pedestrians. The construction shall be in accordance with the Florida
Department of Transportation’s (FDOT) - Standard Specifications for Road and Bridge
Construction; Roadway and Traffic Design Standards; and Manual of Uniform Minimum
Standards for Design, Construction and Maintenance for Streets and Highways (known as the
“Florida Greenbook”); latest editions. The standards of this chapter apply to both public and
private streets. Streets are classified below by vehicles per day (VPD):
Classification Trips (VPD)
Arterial Streets > 9000
Major Streets 5001 – 9000
Collector Streets 2500 – 5000
Residential Streets < 2500
City of Crestview Engineering Standards Manual August 2022
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5.1 Traffic Study
A traffic study is required for all developments to estimate trip generation, internal traffic
volumes and circulation, and projected traffic volumes and distributions at external access points
and the surrounding roadway network. The study will address capacity issues of all existing roads
in the area. This study shall utilize the latest edition of the Institute of Transportation Engineers
(ITE) Trip Generation manual. Any development that generates significant capacity impacts to
the surrounding roadway network, the developer will be required to provide additional roadway
improvements deemed necessary by the City to mitigate impacts.
5.2 Street Layout
Streets will intersect at angles no less than 60 degrees. Unaligned intersections shall be
separated by a minimum of 150 feet between centerlines. Intersections involving more than four
basic street approaches are prohibited. Streets will be laid out to avoid environmentally sensitive
areas.
A. Right-of-way minimum requirements:
1. Arterial streets: 100 feet.
2. Major streets: 80 feet.
3. Collector streets: 66 feet.
4. Commercial/Industrial/Institutional streets: 60 feet.
5. Residential streets 600 feet or more in length or more than 30 DU’s: 60 feet, 50 feet
w/curb & gutter.
6. Residential streets less than 600 feet in length and 30 or less DU’s: 40 feet w/curb &
gutter.
7. Cul-de-sacs: 100 feet in diameter.
8. Alleys and service drives: 30 feet.
B. Access points:
1. Access points onto or from arterial, major, or collector roadways to commercial,
industrial and/or other roadways shall have a minimum spacing measured centerline
to centerline as follows:
Classification Spacing (ft)
Principal arterials 300
Minor arterials 250
Major streets 185
Collectors 140
City of Crestview Engineering Standards Manual August 2022
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2. The limits listed above apply to all roadways within the City except those designated
limited access roads. Roads with this designation are as follows:
Name Sections
Redstone Ave. Brookmeade Dr. intersection to the east
The following “limited access” standards apply to the roadways listed above:
a. Access points shall be located no closer than 500 feet apart regardless of which
side of the street the access point is located.
b. Median cuts shall be located no closer than 500 feet.
c. Deceleration, acceleration, stacking lanes and median cuts shall be installed
and constructed per FDOT standards.
d. Other than existing driveways, no access will be allowed requiring a backing
maneuver into the right of way.
e. Other than heretofore platted lots of record, no access will be allowed serving
individual private residential driveways.
f. Residential developments contiguous to limited access roads shall be accessed
by collector streets at a minimum distance of 500 feet apart.
g. New connections to one side of the limited access road shall, were possible,
coincide with existing intersections on the opposite side.
h. This section is not intended to deny access to any existing lot, parcel, or tract
of land for which the only means of access to the same would be by the limited
access road, but is intended to limit any further divisions into parcels or lots
unless compliance herewith is accomplished.
C. Clear visibility triangle: In order to provide the motorist with a clear view of intersecting
streets and driveway connections, there shall be a triangular area of clear visibility formed
by two intersecting streets or the intersection of a driveway and a street. The following
standards shall be met:
1. Nothing shall be erected, placed, parked, planted or allowed to grow in such a manner
as to materially impede vision between a height of two feet and ten feet above grade,
measured at the centerline of the intersection.
2. The clear visibility triangle shall be formed as specified in the “Florida Greenbook”.
3. Clear visibility triangles shall be provided at all intersections and driveways regardless
of the direction of travel. For example, clear vision triangles shall be provided for both
directions at an intersection even though one or both streets are one way only.
Likewise, clear vision triangles shall be provided in both directions at a driveway
connection even if the driveway is one way in only.
D. Dead-end streets: All permanent dead-end streets require a cul-de-sac at the end. All
dead-end streets that stub-out to undeveloped adjacent parcels or future phases of
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development shall have a temporary turning circle with a minimum diameter of 60 feet.
A dead-end street shall not exceed 1320 feet in length.
5.3 Roadway Design
All roads shall, to the extent practicable, conform to the natural topography of the site preserving
existing hydrology and vegetative patterns while minimizing erosion potential, runoff and the
need for site alteration. All roads must have a centerline crown section with a minimum 2% slope
to the sides. Inverted crown sections are not allowed.
A. Subgrade: Unsuitable material such as stumps, roots, muck, etc., shall be removed to at
least a depth of 2 feet below the subgrade. The subgrade shall be stabilized to a depth of
12 inches and a width of 3 feet beyond the edge of pavement. The subgrade shall be
stabilized to obtain a minimum Limerock Bearing Ratio (LBR) of 40 and compacted to 98
percent of the maximum density as determined by modified AASHTO 180.
B. Pavement minimum width, thickness, and base: All asphalt shall be tested per FDOT
standard requirements. Structural course shall be SP-12.5 Superpave. Surface course
shall be SP-9.5 Superpave. The base shall be stabilized to obtain a minimum Limerock
Bearing Ratio (LBR) of 100 and compacted to 98 percent of the maximum density as
determined by modified AASHTO 180.
1. Major streets: 26 feet, 3 inches, Optional Base Group 9.
2. Collector streets: 26 feet, 2 inches, Optional Base Group 6.
3. Commercial/Industrial/Institutional streets: 24 feet, 2 inches, Optional Base Group 6.
4. Residential streets 600 feet or more in length or more than 30 DU’s: 24 feet, 1-½
inches, Optional Base Group 4.
5. Residential streets less than 600 feet in length and 30 or less DU’s: 22 feet, 1-½ inches,
Optional Base Group 4.
6. Alleys and service drives: 20 feet, 1-½ inches, Optional Base Group 4.
7. Intersections: 25-foot minimum radii, 2-inch thickness.
8. Cul-de-sacs: 80 feet in diameter, 25-foot return radii, 2-inch thickness.
9. One-way lanes: 16 feet in width.
C. Curb and gutter: Concrete curb and gutter is required on all residential streets unless lot
widths are 110 feet in width or greater. On streets where curb and gutter is not required,
ribbon curb is required. All curb and gutter and ribbon curb shall be as follows:
1. Curb and gutter shall be a minimum of 18 inches wide by 8 inc hes deep and be of a
barrier, mountable or header type.
2. Forms may be wood or metal and shall be set using sufficient supports to hold the
concrete without moving.
3. Contraction joints shall be constructed every 10 feet, but no section shall be less than
4 feet. Steel templates shall be used for these joints and withdrawn after initial set.
At intervals not to exceed 50 feet and at all structures, inlets and radius points, a ½
inch full-depth expansion joint shall be constructed of an approved material.
City of Crestview Engineering Standards Manual August 2022
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Expansion joints shall be constructed with preformed materials cut and shaped to the
cross-section of the curb.
4. Compressive strength of the concrete shall not be less than 2500 psi at the end of 28
days. No concrete shall be placed when air temperature is 40 degrees Fahrenheit and
falling.
5. Ribbon curb will be a minimum 12 inches wide by 8 inches deep with one reinforcing
bar or wire mesh with 3000 psi concrete and a minimum 3-inch cover. Maximum
street grade for ribbon curb is 5 percent.
D. Shoulders: Shoulders are required on all streets not requiring curb and gutter and must
have a minimum width of 4 feet. All shoulders shall have a cross slope of 6% or less and
be stabilized with sod or other turf material approved by the City.
E. Geometric design: All geometric design shall be per the “Florida Greenbook” and use a
design speed of no less than 25 mph. The minimum vertical grade for any street is 0.3
percent.
5.4 Testing
It is the contractor’s responsibility to provide the City all roadway test results which will include
compaction tests for the subgrade, compaction and thickness of the base, and core samples of
the asphalt. All tests are to be taken immediately before the next layer of the road cross section
is installed. Any deficiencies must be corrected and retested before proceeding. Testing must
be performed by a qualified geotechnical firm. Frequencies are as follows:
A. Curb-pad: Test at 300-foot intervals, alternating from left side to right side and any other
locations as directed by the City.
B. Subgrade: Test at 300-foot intervals, alternating from left side to centerline to right side
with additional tests at all intersections, cul-de-sacs, manholes, inlets, drainage structures
and any other locations as directed by the City.
C. Base: Test at 200-foot intervals, alternating from left side to centerline to right side with
additional tests at all intersections, cul-de-sacs, and other locations as directed by the
City.
D. Asphalt: Test at 300-foot intervals, alternating from left side to centerline to right side
with additional tests at all intersections, cul-de-sacs, and other locations as directed by
the City.
The City has the authority to require additional testing due to weather conditions.
6.0 DRIVEWAYS, PARKING & VEHICULAR ACCESSABILITY
6.1 Driveways
All driveways constructed within the City of Crestview shall be paved from the edge of pavement
to the right-of-way line. Driveways shall be constructed of a minimum of 3000 psi concrete or
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asphalt pavement. Driveways shall have a minimum thickness of 5 inches for reinforced concrete
pavement or 1 ½ inches of asphalt pavement. Driveways connecting to state roads shall be in
accordance with FDOT Standards. The City reserves the right to require additional paving or
reinforcement depending upon the type and amount of expected vehicular traffic. Construction
of city street driveways shall conform to the following guidelines:
A. Residential: Minimum width 10 feet and maximum width 24 feet with radii or flares of 5
feet.
B. Commercial/Industrial/Institutional: Minimum width 16 feet for one-way operation and
24 feet for two-way with minimum right turn radii of 25 feet. Maximum width is 36 feet.
A 24-inch thermoplastic stop bar and stop sign are required at all street connections.
C. Minimum angle: Minimum acute angle measured from the edge of pavement is 45
degrees for one-way operation and 60 degrees for two-way.
D. All driveways crossing drainage swales shall have a culvert with a minimum diameter of
15 inches.
E. For driveways that intersect City sidewalks, the cross slope of a 5-foot wide section is to
not exceed 1:50 (2%). Longitudinal slope is not to exceed 1:20 (5%). This section shall be
striped as a crosswalk.
F. Concrete shall be cured a minimum of 24 hours after pouring.
G. Expansion joints shall be provided where concrete is placed adjacent to the existing curb,
driveways, buildings and walkways.
H. All driveways shall meet the clear visibility triangle and spacing requirements of Chapter
5.
I. Grades shall follow the FDOT Standard Index. Residential driveways shall not exceed an
algebraic difference in grades greater than 15% and no grade shall exceed 25%.
6.2 Parking
Parking facilities shall be provided for all development s within the City unless located in the
downtown or C2 parking districts. On-street parking is prohibited except in the downtown or C2
districts. The facilities shall be maintained for as long as the use exists. Parking lots shall be surfaced
with gravel, asphalt, concrete, brick pavers or pervious pavers. Signage and striping are required on all
parking lots. The City reserves the right to require additional signage, paving, or reinforcement depending
upon the type and amount of expected vehicular traffic.
A. Parking spaces: Parking spaces and access drive aisles shall be sized in conformance with
the following:
Parking
Angle
(degrees)
Stall Width
(ft)
Stall Depth
(ft)
Aisle Width
1-way/2-way
(ft)
Parallel 9.0 24.0 16.0/24.0
30 9.0 18.0 16.0/24.0
45 9.0 20.5 16.0/24.0
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60 9.0 22.0 18.0/24.0
90 9.0 20.0 Na/24.0
Spaces in areas surfaced with asphalt or concrete shall be demarcated with a 6-inch white
stripe. Areas with other surfaces shall provide some form of demarcation. The proper
number of handicapped spaces shall be provided in accordance with ADA standards and
these spaces must be surfaced with asphalt or concrete.
B. Loading spaces: The standard loading space shall be 10 feet wide, 50 feet long, and
provide a minimum clearance of 13 feet. The City reserves the right to require longer
spaces depending upon the type and amount of expected loading vehicles. Adequate
area shall be provided for maneuvering, ingress and egress.
C. Wheel stops, bumper guards & fencing: Wheel stops, bumper guards & fencing are
required along streets, property lines and sidewalks to avoid the chance of encroachment.
D. Drive aisles: Drive aisles shall have a minimum width of 16 feet for one-way circulation
and 24 feet for two-way circulation. Signs and arrows are to be used to indicate the
direction of circulation. The minimum interior turn radius is 10 feet.
7.0 SIDEWALKS & MULTI-USE PATHS
7.1 Sidewalk Standards
Sidewalks are required on City streets per the LDC. All Sidewalks constructed within the City of
Crestview shall meet all current ADA requirements and be constructed of a minimum of 3,000
psi concrete and with a thickness no less than 4 inches. Where sidewalks cross driveways the
minimum concrete thickness shall be 6 inches with fiber mesh reinforcing. The width of sidewalks
shall be per the LDC but in no case less than 5 feet. Sidewalks located in state road right-or-way
shall be in accordance with the Florida Department of Transportation’s (FDOT) Standard
Specifications for Road and Bridge Construction and FDOT Design Standards, latest edition. The
City reserves the right to require a pedestrian/access easement in order to accommodate
sidewalks. Construction of City sidewalks shall meet the following requirements:
A. Subgrade shall be firm and unyielding.
B. The cross slope for all sidewalks shall not exceed 1:50 (2%).
C. The longitudinal slope shall not exceed 1:20 (5%).
D. When longitudinal slopes exceed 1:20 it is considered a ramp. Ramps must have
appropriate landings at each end and can have a longitudinal slope no greater than 1:12
(8.33%) for a maximum rise of 6 inches or 30 inches with ADA approved hand rails.
E. Minimum clear width around obstacles shall be 36 inches.
F. Concrete shall be cured a minimum of 24 hours after pouring.
G. Tooled control joints ½ inch deep shall be provided at a maximum of every 5 feet.
H. Expansion joints shall be provided at a maximum of every 50 feet and where concrete is
placed adjacent to existing curbs, driveways, buildings and walkways.
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7.2 Multi-Use Paths
The construction of multi-use paths is encouraged on City streets where bike lanes are not
feasible. Multi-use paths shall be designed and constructed to accommodate both pedestrians
and cyclists. Multi-use paths constructed within the City shall be constructed of a minimum of
3,000 psi concrete or asphalt. Multi-use paths shall have a minimum concrete thickness of 4
inches. One inch of asphalt may be used as an acceptable alternative to concrete. Construction
of City multi-use paths shall conform to the following guidelines:
A. Subgrade shall be firm and unyielding.
B. The minimum width for all multi-use paths shall be 8 feet.
C. The cross slope for all multi-use paths shall not exceed 1:50 (2%).
D. The longitudinal slope shall not exceed 1:20 (5%).
E. Minimum clear width around obstacles shall be 36 inches.
F. Concrete shall be cured a minimum of 24 hours after pouring.
G. Tooled control joints ½ inch deep shall be provided at a maximum of every 8 feet.
H. Expansion joints shall be provided at a maximum of every 50 feet and where concrete is
placed adjacent to existing curbs, driveways, buildings and walkways.
8.0 POTABLE WATER DISTRIBUTION
8.1 Purpose
The following standards are intended as a guide to the design engineer in the preparation of
plans for potable water improvements. While the design standards given are intended as
minimum design criteria, it is recognized there may be individual instances where a less stringent
criteria may be approved without affecting the integrity of the system. All potable water
distribution systems shall be designed and constructed in accordance with the City of Crestview’s
Standard Utility Specifications located in Appendix A of this manual.
8.2 General Description of Work
The following minimum requirements are considered acceptable to the City of Crestview in the
distribution of water for domestic consumption. Deviations from these standards may be
allowed by the City only upon a finding that, in accordance with sound engineering standards,
the granting of the deviation will not work to increase the likelihood of a system failure. No
deviation will be allowed unless it is clearly noted on the approved construction plans.
A. All expansion shall conform to the City’s Utility Master Plan for water maintained and
amended by the City.
B. When these standards differ from Local, State and/or Federal requirements, the more
stringent requirement shall apply.
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C. The distribution system of a waterworks includes the mains, valves, hydrants, consumer
service pipes and meters, and other appurtenances. The system shall be designed to
provide an adequate supply of water to the consumers for fire protection at all times.
8.3 Regulations
The following agency regulations shall apply when applicable:
A. Environmental Protection Agency and U.S. Public Health Service: The governing
standards of these agencies will be followed when appliable.
B. Florida Department of Environmental Protection: The water distribution system shall
conform to the applicable State of Florida Department of Environmental Protection laws,
policies, standards and rules and regulations for public water systems.
C. Plumbing Codes: The provisions of the Plumbing Code of the City of Crestview and the
Florida Building Code as it pertains to water supply and distribution, service line locations
and materials, and backflow prevention devices, except as provided for elsewhere in
these criteria, shall apply.
D. Fire Codes: All aspects of the National Fire Protection Association (NFPA) code, latest
edition shall apply to water distribution mains, fire service lines and fire hydrants.
E. City of Crestview Public Services Department: All water distribution systems, that are to
become a part of the City system shall be designed and constructed in accordance with
these standards. Water system materials, installation of materials, and construction
methods and procedures shall be in accordance with the current material and in stallation
specifications in this manual.
8.4 Design Standards
All water distribution system plans must be prepared, signed and sealed by a professional
engineer registered in the state of Florida and shall meet the following standards:
A. Flow Requirements: In sizing the distribution system water mains, the required design
flow shall be the sum of the required fire flow and two-thirds (2/3) of the required
domestic flow as contained below:
1. Required Domestic Flow (Residential): Required flow for domestic use in residential
areas shall be in accordance with the following table:
Maximum No. of Dwelling Units Minimum Supply per Unit (GPM)
50 4.0
100 3.0
200 2.0
>200 1.5
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2. Required Domestic Flow (Nonresidential): The required flow for commercial,
institutional, industrial and other nonresidential facilities shall be determined by the
Engineer of Record and approved by the City for each specific instance.
Documentation with references will be required for the method used to determine
the capacity.
3. Required Fire Flow (Single Family Dwelling Areas): Required fire flow for single family
dwelling areas shall be 600 gpm per hydrant.
4. Required Fire Flow (Other Areas): Required fire flow for areas other than those
occupied by single family dwellings shall be as determined by the governing authority.
No pumping stations shall be used to meet fire flows unless written approval is
provided by the City. All fire hydrants installed shall be capable of supplying 600 gpm.
5. Single Connection: A subdivision or development to be supplied by the City’s public
water system and having a flow requirement as determined herein of not more than
1500 gpm may have a single connection to the distribution system.
6. Multiple Connections: A subdivision or development to be supplied by the City’s
public water system and having a flow requirement as determined herein of more
than 1500 gpm minute shall have 2 or more connections to the distribution system.
A single connection may be made by using a pipe diameter sufficient enough to
provide 1 ½ times the required flow with provisions for future connections, provided
approval by the City.
B. Grid System: All mains shall be interconnected to form a grid system.
1. Interconnections between 6-inch mains shall not be more than 1000 feet apart unless
so authorized by the City. When greater separation of interconnecting mains is
necessary, larger diameter pipes will be used.
2. If the installation of a "dead-end" main cannot be avoided, its dead-end length shall
not exceed 600 feet unless authorized by the City and shall be 8-inch minimum. All
dead-end mains of less than 8" shall have a permanent 2-inch blow-off (a post hydrant
is acceptable). Dead-end mains of 8" or larger shall have provisions for a 4-inch blow-
off mechanism (fire hydrant is acceptable).
C. Distribution Mains: Distribution mains shall be of sufficient size to furnish the required
flow at pressures and velocities as herein provided. Mains shall be located to provide
service to each lot within a subdivision and to form a looped network as herein provided.
All mains shall be installed only in dedicated streets, alleys, public rights-of-way or utility
easements, in favor of the City for the use and benefit of the City. Utility easements must
have a minimum width of 10 feet if adjacent to a right -of-way or 15 feet if not. All main
locations and sizes shall be in accordance with the City's current “Utility Master Plan” and
the approved subdivision master development plan and utility layout.
1. Required Pressure: Water pressure in the distribution system shall be not less than 35
psi with no fire hydrants in use. When fire hydrants are in use, water pressure in the
main at sidewalk level shall not be less than 20 psi. When water pressure normally
exceeds 100 psi, there shall be an approved type pressure regulator installed on the
property side of the water meter in conformance with the Plumbing Code.
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2. Minimum Size: Minimum distribution main diameter shall be 6 inches in single family
residential areas and 8 inches in all other areas.
3. Standard Size: Standard sizes of mains used shall have nominal diameters of 4, 6, 8,
12, 16, 20 and 24 inches.
4. Velocity: Velocities in the mains shall not exceed 6 fps for non-fire flow conditions.
5. Cover: A minimum cover of 30 inches must be provided. At road crossings, a
minimum separation distance of 24 inches shall be maintained from the bottom of
the base to the top of the pipe or the top of the casing when provided. At strea m
crossings, a minimum cover of 36 inches is required unless ball-joint ductile iron pipe
is specified.
6. Crossings:
a. Minor stream crossings: Crossings, where maximum stream width exceeds 25 feet
and velocity at flood stage is between 5 and 9 fps, shall be encased in steel casing
if buried or made with ductile iron pipe if elevated. This protection shall extend 5
feet beyond the bank and the pipe or casing shall be anchored to prevent shifting.
b. Major stream crossings: Crossings, where stream width of surface water exceeds
99 feet, shall be encased in steel casing. This protection shall extend 20 feet
beyond the bank and the casing shall be anchored to prevent shifting.
c. Major road crossings shall be steel encased. Any additional requirements of the
regulator agency responsible for the road shall be met.
d. When crossing under pipes, conduits, or other structures greater than 24 inches
in diameter, and a 6-inch separation distance cannot be maintained, the pipe shall
be encased in steel casing for a minimum of 5 feet distance on either side of the
crossed pipe.
7. Air Release Valves: Design of distribution system mains shall provide for the
installation of adequately sized air release valves at appropriately selected locations.
8. Future Interconnections: Provisions for future connecting mains shall be made by
extending construction of all water mains to the exterior boundaries of the property
wherever future connections to adjacent properties are anticipated or are required
to form an interconnected grid system as described above.
9. Valves: On distribution system mains up to 16 inches in diameter, a sufficient number
of valves shall be installed so that no single case of accident, breakage, or repair to
the water system will necessitate the shutdown of a length of pipe greater than 1000
feet. Valve spacing on 16-inch and larger distribution mains or transmission mains
will vary depending on engineering design considerations. All valves shall be in
accordance with the City Standard Specifications: 12 inch and smaller will be resilient
seat gate valves, which may be direct buried with valve box; 16 inch and larger will be
butterfly valves and installed in a vault.
D. Fire Hydrants: Fire hydrants shall be located along public rights-of-way, preferably at
street intersections. A 6-inch gate valve shall be installed between the water main and
each fire hydrant. Fire hydrants shall be the dry barrel, breakaway traffic type. Fire
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hydrants shall meet all requirements of the NFPA Code, latest edition and be provided as
follows:
1. Spacing shall not exceed 500 feet (hose laid length) between hydrants in residential
areas. New commercial buildings shall not be located over 300 feet (hose laid length)
from a hydrant.
2. Distance from roadway or access area to fire hydrant and clearance around the
hydrant shall be accordance with the NFPA Code.
3. Minimum clearance from the 4 ½-inch hydrant outlet to grade level shall be 12 - 18
inches as per NFPA.
4. Placement of the 4 ½-inch hydrant outlet normally shall be on side facing the street
or access area; however, the outlet can be located facing any direction at the
discretion of the Fire Department in accordance with NFPA.
5. All fire hydrants shall be fitted with a Hydra Storz with built -in check valve as per
manufacture’s specifications.
6. A blue AA-ARC Long-Life Reflector with Type DB/AA2B two-way blue lens shall be
placed on the edge-of-pavement directly in front of all fire hydrants.
E. Water Services & Meters: Customer service lines shall be provided to all lots within a
subdivision in accordance with the City Regulations. Customer service connections to
industrial or commercial lots may be omitted provided approval of the City is obtained
prior to plan approval.
1. Polyethylene tubing (200 psi rating) shall be used for 3/4 inch and 1-inch services. PVC
pipe or ductile iron pipe may be used for 1½ inch and larger services.
2. When services must cross under existing City paved streets, boring will be required
and complete details must be provided. If the street is in poor condition, open cut
may be approved by the City.
3. All meters shall be adjacent to the property line and readily accessible to meter
readers of the City; service lines shall terminate at the property line to facilitate the
meter installation at or within 12 inches of the property line. It is the responsibility of
the Developer/Contractor to locate the property line during construction so that
service lines are terminated correctly.
4. A water meter of size required to satisfy design criteria contained herein shall be
installed by the City at each connection point to the City distribution system. The
Developer/Contractor shall pay for the meter.
5. All subdivisions to be supplied by the City’s water system shall require a double service
connection to each lot to provide for irrigation.
F. Water Taps & Connections: The City will install and make all taps and connections to the
existing City mains. The Developer/Contractor shall pay for the taps and connection.
1. Service Saddles:
a. For 3/4 inch and 1-inch taps on PVC pipe, a service saddle with a single 2-inch wide
stainless-steel band or a double strap shall be furnished. The saddle shall be of
cast or ductile iron and shall be epoxy, nylon or PE coated (10 mil minimum)
approved styles as Ford F202 or Rockwell.
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b. For 1½ inch and 2-inch taps on PVC pipe, a more stable saddle is required. Saddles
for these taps shall have either two each stainless steel 2 -inch straps or a single
stainless strap a minimum of 3¼ inches wide. The saddle body shall be cast or
ductile iron and shall be coated with epoxy or nylon, approved styles as Ford F202
and Rockwell.
2. Tapping & Sleeve Valves:
a. All tapping sleeves for use on water mains 12 inches or less in diameter shall be
constructed of 18-8 stainless steel for corrosion resistance. The leg of the tapping
sleeve may be either extruded or welded to the tapping sleeve. All welds on the
sleeve shall be fully passivated to restore stainless steel characteristics. The flange
shall be stainless steel with recess to accept standard tapping valves. The flange
shall conform to AWWA C207 Class D-ANSI 150 lb. drilling. Bolt holes shall straddle
the pipe center line. The sleeve will be equipped with a 3/4-inch NPT 18-89
stainless steel plug with a standard square head for testing. The gasket shall be of
a 360-degree design and manufactured of gridded virgin GPR compounded for
water service and complying with ASTM D2000-80M-4AA607. An 18-10 stainless
steel armor shall be vulcanized to the gasket to bridge the gap between securing
lugs. All bolts and nuts shall be 18-8 stainless steel with 5/8-inch NC threads. The
lifter bar shall be of adequate design to provide a heavy bearing surface for all
nuts. Bolt threads shall be fluorocarbon coated to prevent galling. Nyla Tron GS
washers shall be provided for lubrication. Approved Ford - Fast Model.
b. All valves used will be resilient wedge type and design ed for use with tapping
equipment. They will have a non-rising stem and be of the resilient wedge type.
All tapping valves will have an alignment ring to prevent misalignment with
tapping sleeves. Valves will close clockwise (right), open counterclockwise (left)
and be equipped with a standard 2-inch square operating nut. Valve outlets will
have a flanged mechanical joint. Valves will meet or exceed provisions of AWWA
Standard C509.
G. Backflow Preventers: Backflow preventers (BFP’s) are required on all service lines,
irrigation lines and private fire lines to prevent contaminated water from flowing back
into the potable water distribution system.
1. BFP’s for commercial, industrial and institution use shall consist of reduced pressure
devices. BFP’s for fire lines can have a double check valve assembly device unless
chemicals are used then a reduced pressure device shall be installed. BFP’s for
residential use shall consist of dual check valves for the potable line. Double check or
pressure vacuum breaker devices installed at least 12 inches above ground shall be
used on irrigation lines. The devices must be tested by the City annually.
2. BFP’s on metered lines will be located on the customer’s side of the meter and on fire
lines located on the customer’s side of the right-of-way.
3. All BFP devices shall meet or exceed the tests and requirements specified in the
AWWA Standard Code, latest edition, and shall further be certified by Underwriter's
Laboratories or Associated Factory Mutual Fire Insurance Companies.
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4. All BFP devices shall be presently approved and certified by the university of Southern
California Foundation for Cross-Connection Control.
5. BFP devices shall consist of 2 independently acting check valves internally force
loaded in a normally closed position with resilient seat gate valves or ball valve located
on the inlet and outlet of the BFP assembly. The 2 check valves shall be separated by
an intermediate chamber in which there is an automatic relief method for venting to
the atmosphere, internally force loaded in a normally open position.
6. All BFP devices shall be delivered, assembled with resilient seat gate valves for BFP
devices greater than or equal to 3 inches and shall be delivered, assembled with ball
valves for BFP devices less than 3". All valves shall be the same size or greater than
the BFP device to which the valves are assembled.
7. Resilient Seat Gate Valves:
a. All resilient seat gate valves shall comply with the requirements of AWWA
Standard, latest edition and the City of Crestview Utility Specifications.
b. All valves shall be Class B gray iron body, open stem and yoke, water valves
suitable for buried vertical mounting. Stem nuts shall be independent of w edge
and shall be of solid bronze conforming to ASTM B62.
c. All valves shall be open by turning a hand-wheel clockwise (to the right).
d. All valves shall have flange joints which conform to AWWA Standard C-110, latest
edition. Flange joint accessories shall not be furnished with the valves.
8. Ball Valves:
a. All ball valves shall be brass or stainless-steel body with a chrome plated brass or
stainless-steel ball.
b. Ball valves shall have reinforced Teflon sheets and stuffing box seals.
c. Ball valves shall have inside iron pipe threads on the connection ends of the valves.
9.0 SANITARY WASTEWATER COLLECTION
9.1 Purpose
The following standards are intended as a guide to the design engineer in the preparation of
plans for sanitary wastewater improvements. While the design standards given are intended as
minimum design criteria, it is recognized there may be individual instances where a less stringent
criteria may be approved without affecting the integrity of the system. All sanitary wastewater
collection systems shall be designed and constructed in accordance with the City of Crestview’s
Standard Utility Specifications located in Appendix A of this manual.
9.2 General Description of Work
The following minimum requirements are considered acceptable to the City of Crestview in the
collection of sanitary wastewater from domestic and commercial customers. Deviations from
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these standards may be allowed by the City only upon a finding that, in accordance with sound
engineering standards, the granting of the deviation will not work to increase the likelihood of a
system failure. No deviation will be allowed unless it is clearly noted on the approved
construction plans.
A. All expansion shall conform to the City’s Utility Master Plan for wastewater maintained
and amended by the City.
B. When these standards differ from Local, State and/or Federal requirements, the more
stringent requirement shall apply.
C. The collection system for sanitary wastewater includes the gravity mains, manholes,
consumer service pipes, lift stations, force mains, and other appurtenances. The system
should be designed to provide the collection of sanitary wastewater from the customers
and for the safe and economical transport to the treatment plant.
9.3 Regulations
The following agency regulations shall apply when applicable:
A. Environmental Protection Agency and U.S. Public Health Service: The governing
standards of these agencies will be followed when appliable.
B. Florida Department of Environmental Protection: The wastewater collection shall
conform to the applicable State of Florida Department of Environmental Protection laws,
policies, standards and rules and regulations for public wastewater collection systems.
C. Plumbing Codes: The provisions of the Plumbing Code of the City of Crest view and the
Florida Building Code as it pertains to sanitary wastewater collection, service line
locations and materials, except as provided for elsewhere in these criteria, shall apply.
D. City of Crestview Public Services Department: All wastewater collection systems, that are
to become a part of the City system shall be designed and constructed in accordance with
these standards. Wastewater system materials, installation of materials, and
construction methods and procedures shall be in accordance with th e current material
and installation specifications in this manual.
9.4 Design Standards
All wastewater collection system plans must be prepared, signed and sealed by a professional
engineer registered in the state of Florida and shall meet the following standards:
A. Flow Requirements: In sizing the collection system gravity mains, the required design
flow shall be the sum of the required sanitary flow as contained below, plus allowance for
infiltration and inflow.
1. Required Sanitary Flow (Residential): Required average daily flow for sanitary use in
residential areas shall be based on 350 gallons per day per unit (100 gpcd x 3.5
persons) or as approved by the City.
2. Required Sanitary Flow (Nonresidential): The required flow for commercial,
institutional, industrial and other nonresidential facilities shall be determined by the
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Engineer of Record and approved by the City for each specific instance.
Documentation with references will be required for the method used to determine
the capacity.
3. Required Infiltration Flow: Required infiltration and inflow for developed areas shall
be in accordance with the table (based on 100 gal/inch-dia./mile/day for new
construction) depicted below.
Pipe Diameter (in) Minimum I&I Flow (GPD/1000 ft)
8 150
10 190
12 225
15 300
Note: I & I may be neglected in sizing pipes but needs to be included for lift station
flows. If existing lines are included, provide measured flows at maximum I & I time or
basis for proposed flow allowance.
B. Collection System: All gravity mains shall be connected at manholes. Provisions for future
connecting mains shall be made by providing appropriate easement and/or extending
construction of all wastewater mains to the exterior boundaries of the subdivision
wherever future connections to adjacent subdivisions or lots are anticipated.
C. Gravity Mains: Gravity mains shall be of sufficient size to carry the required flow at
velocities as herein provided. Mains shall be located to provide service to each lot within
a subdivision. All mains shall be installed only in dedicated streets, alleys, public right s-
of-way or utility easements, in favor of the City for the use and benefit of the City. Utility
easements must have a minimum width of 10 feet if adjacent to a right-of-way or 15 feet
if not. All main locations and sizes shall be in accordance with the Cit y's current "Utility
Master Plan" and the approved subdivision master development plan and utility layout.
1. Main Size: Minimum diameter shall be 8 inches in all areas. Standard sizes of gravity
mains used shall have nominal diameters of 8, 10, 12, 15, 18, 21, 24, 30 and 36 inches.
2. Slopes: Slopes shall be designed with a hydraulic gradient sufficient to prevent
deposition of solids, by developing a minimum velocity of 2.0 f ps as computed using
Manning's formula and an "n" value of not less than 0.013 while flowing full (will have
same velocity at 1/2 full). The following table establishes the minimum allowable
slopes for various size pipes and indicates their approximate carrying capacity when
flowing full at the minimum slope.
Pipe Size (in) Minimum Slope (%) Capacity Full (MGD +/-)
8 0.40 0.5
10 0.28 0.7
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12 0.22 1.0
15 0.15 1.6
18 0.14 1.8
a. In the case where the slope and volume are such that velocities exceeding 10 fps
will be realized at average flow, special provision shall be made to protect against
erosion. This protection may be secured utilizing cast iron, ductile iron, steel pipe
or equivalent.
b. Where velocities greater than 15 fps are attained or slopes are 20 percent or
greater, special provision shall be made to protect against displacement by
erosion and shock. This will be obtained by anchoring the sewer securely with
concrete anchors or equal, with a minimum center to center spacing as follows:
Slope (%) Minimum Spacing (ft)
20 - 35 36
36 - 50 24
> 50 16
c. Full advantage of suitable topography and paralleling of ground slopes shall be
made. Minimum slopes should only be used when necessary, particularly with 8-
inch pipe.
d. Sewers shall be designed and laid with a uniform slope between manholes.
3. Change in pipe size: Change in pipe size shall not occur between manholes.
a. Increasing Size: When a smaller sewer joins a larger one, the invert of the larger
sewer shall be lowered sufficiently to maintain the same hydraulic gradient (i.e.
match the crowns).
b. Decreasing Size: At times, due to increasing sewer slopes, a reduction in the size
of the outgoing sewer from a manhole may be justified. Such a reduction shall not
be permitted on sewers 24 inches in diameter or under but may be permitted on
larger sewers.
4. Cover: A minimum cover of 30 inches must be provided.
a. At road crossings, a minimum separation distance of 24 inches shall be maintained
from the bottom of the base to the top of the pipe or the top of the casing when
provided.
b. At buried stream crossings, a minimum cover of 36 inches is required.
5. Crossings:
a. Major road crossings shall be steel encased. Any additional requirements of the
regulator agency responsible for the road shall be met.
b. Buried stream crossing shall be steel encased. This protection shall extend 10 feet
beyond the bank and the pipe or casing shall be anchored to prevent shifting.
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c. Aerial stream crossings shall be made with ductile iron pipe. This protection shall
extend until 30 inches of cover is provided.
d. When crossing under pipes, conduits, or other structures greater than 24 inches
in diameter, and a 60-inch separation distance cannot be maintained, the pipe
shall be encased in steel casing for a minimum of 5 feet on either side of the
crossed pipe.
6. Manholes: Manholes shall be installed at the end of each sewer line, at all junctions,
at all changes in grade, size or alignment; with the following requirements:
a. Maximum spacing shall be 400 feet up to and including 36-inch pipe. Spacing for
pipes larger than 36-inch may be increased up to, but not to exceed 1000 feet.
b. Lamp holes may be substituted at the ends of short lines, not to exceed 150 feet
in length.
c. A drop manhole shall be provided when a sewer enters a manhole at an elevation
of 2 feet or more above the manhole invert. Where the difference in elevation is
less than 2 feet, the invert shall be filleted to prevent solids deposition. Drop
manholes shall use an outside drop connection, except inside drops may be
approved for building services and laterals. Inside drops shall be secured to the
interior wall of the manhole and provide access for cleaning.
d. The inside diameter of manholes shall be a minimum of 48 inches up to and
including 24-inch pipe. For pipes larger than 24 inches, the inside diameter of the
manhole shall be increased to provide at least a 12-inch space to each side of the
pipe.
e. Manholes shall be reinforced concrete and coated with corrosion resistant
“Spectra-Shield” coating to the interior. Only special conditions would dictate a
cast in place or other type.
f. The manhole flow channel or invert shall be constructed in the field to ensure a
smooth flow line from all incoming lines to the outgoing. All channels must
provide a smooth transition to the outgoing line with the maximum possible
radius on all curves.
7. Inverted Siphons: Inverted siphons shall be avoided whenever possible; however, if
used, shall have not less than 2 barrels, with a minimum pipe size of 6 inches and shall
be provided with necessary appurtenances for convenient flushing and maintenance.
The manholes shall have adequate clearance for rodding and provide sufficient head
and pipe sizes to secure velocities of at least 3.0 feet per second for average flows.
The inlet and outlet details shall be arranged so that the normal flow is diverted to
one barrel, and either barrel may be taken out of service for cleaning.
D. Lift Stations: All components of a lift stations shall be designed to operate effectively at
existing flows as well as all future projected flows. Stations shall contain a minimum of 2
pumps with each pump capable of pumping at the ultimate peak hour flow. Peak hour
flows shall be determined using a peaking factor of 4.
1. Wet wells: Wet wells shall be fiberglass (preferred) or concrete with Spectra-Shield
corrosion resistant coating. Wet well volume shall be calculated based on the
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ultimate peak flow with consideration for initial peak flow and meet the following
requirements:
a. Minimum liquid level in the well shall be 2 feet above the bottom or in accordance
with the manufacture’s requirements for the pumps specified, whichever is
greater.
b. Cycle time, to pump down and refill, shall be not less than 10 minutes nor more
than 15 minutes at ½ peak flow.
c. The spacing between ‘lead pump on’ and ‘lag pump on’ shall be a minimum of 1
foot.
d. The high-level alarm shall be set not less than 1 foot above the ‘lag pump on’ and
at a sufficient depth to provide a minimum of 30 minutes storage calculated at the
average flow, below the lowest influent line.
2. Bypass: Lift stations shall have the necessary apparatuses to accommodate the City’s
emergency pumping equipment to operate a bypass of the station pumps and
transmit the flow through the station force main downstream.
3. Standby Emergency Power: All stations shall be equipped with a manual transfer
switch for connecting a portable generator. Larger stations require an on-site
emergency generator suitably located and wired for automatic transfer as follows:
a. Lift stations which serve as “Master Lift Stations”, i.e. stations that receive
pumped flow from one or more other lift stations.
b. Lift stations with a design peak flow over 100 gpm.
c. Lift stations with a large design head such that the pump power requirements are
7.5 HP are greater.
Generators will be of sufficient size and power to run all the station equipment.
E. Wastewater Force Mains: Wastewater force mains shall meet the following:
1. Force mains shall not be less than 4 inches in diameter except for private force mains
which can be smaller.
2. Force main flow velocity at the initial pumping rate shall not be less than 2.0 fps using
the Hazen-Williams equation for pressure lines. The velocity at the design pumping
rate shall not exceed 6 fps
3. There shall be an air relief valve installed at each intermediate high point, if that high
point could collect air/gases sufficient to block the line.
4. Force mains shall never enter a gravity manhole from a direction contrary to the
direction of flow out of the manhole. Entry shall be made to ensure a good flow
transition.
5. When a force main will manifold into an existing force main the impact on that line
and all pump stations that utilize that line must be evaluated.
6. All private force mains entering public rights-of-way shall be built to City standards
past that point, and a valve shall be placed there to delineate the change in
maintenance responsibility and to enable flow control. Any private force main
running parallel down a public right-of-way that doesn’t serve any other properties
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other than the development shall remain private and be maintained by the
development.
F. Wastewater Service Lines: Customer service lines shall be provided to all lots within a
subdivision in accordance with City regulations. Customer service connections to
industrial or commercial lots may be omitted provided approval of the City is obtained
prior to plan approval.
1. Pipe Material: PVC pipe SDR35 will be utilized for gravity service lines.
2. Cleanouts: A sewer cleanout shall be installed on all gravity service lines at the right-
of-way or easement line, defining the limit of City maintenance. Cleanouts shall be
constructed to provide access at finished grade.
3. Cover: A 30-inch minimum cover is required on all services and gravity services must
meet the minimum slope requirements of the Plumbing Code. If gravity service is not
feasible a privately maintained lift station and force main will be required.
4. Street Crossings: When services must cross under existing City paved streets, boring
will be required and complete details must be provided. If the street is in poor
condition, open cut may be approved by the Cit y.
5. Flow Measurement: The City may require flow measuring devices where flows in
excess of 50,000 gpd can be expected. This includes apartment complexes, trailer or
mobile home parks, shopping centers, etc. The City must approve the method and
location of flow measurements. Acceptable methods will include partial flume with
totalizer, pipe meters, and hour meters on private lift stations.
G. Large Developments: Developments the city deems to produce a significant amount of
wastewater flow that could potentially exceed the capacity of downstream components
of the City’s wastewater collection system shall be subject to the following:
1. The engineer of record shall provide an analysis of all downstream wastewater
components and design upgrades to any components that exceed capacity.
2. The Developer will construct and pay for all required upgrades.
10.0 CLOSEOUT & FINAL ACCEPTANCE
10.1 General Requirements
In order for a development to be accepted by the Public Services Department the following
criteria must be met:
A. The engineer of record shall provide a signed & sealed letter certifying that all
development improvements are complete and constructed per plans, that all required
local, state & federal permits were obtained, and notes any deviations from the approved
plans with explanations. All deviations shall be shown on the as-built drawings and may
require backup calculations and documentation.
B. All infrastructure improvements (streets, water, sewer, stormwater, etc.) to be accepted
by the City for perpetual maintenance shall meet the testing requirements called for in
City of Crestview Engineering Standards Manual August 2022
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this manual, the City’s Standard Utility Specifications, and any other specifications and
standards referenced in the manual.
C. Roadway test results are required for both public and private streets.
D. All underground utilities to be accepted by the City for perpetual maintenance shall be
inspected by the City prior to burial.
E. Water and sewer lines must be cleared for use by the Florida Department of
Environmental Protection.
F. Gravity sewer lines to be accepted by the City for perpetual maintenance shall be
inspected by Video camera and one copy of the video record provided to the Public
Services Department. Any problems revealed by the video shall be corrected by the
Contractor/Developer, to the satisfaction of the Public Services Department.
10.2 As-Built Record Drawings
Upon completion of a development, the Contractor shall produce and submit a signed and sealed
set of as-built record drawings prepared by a Florida Registered Land Surveyor or Engineer of
Record. The amount of detail on the record drawings shall include but is not limited to graphic
scale, building footprints, grades and contours, streets and parking lots, stormwater
management systems, underground and overhead utilites, appurtenances, and any other
information deemed necessary by the City. The acceptance of the record drawings by the City
does not release the Contractor from the liability of the construction. The City reserves the right
to verify the record drawings prior to acceptance.
A. One hard copy and one electronic copy in the latest AutoCAD format of the as -built
drawings shall be provided to the Public Services Department.
B. As-built drawings for utilities (stormwater, water and sewer) to be accepted by the City
for perpetual maintenance shall contain the following:
1. Pipe sizes, materials, locations, slopes and inverts.
2. Manholes and drainage structures (inlets, risers, junction boxes, MES’s, etc.) locations
along with top and invert elevations.
3. Water and sewer service line locations with a measurement for each off a known
location.
4. Locations of fire hydrants, valves, meters, backflow preventers, and any other
appurtenances.
An ESRI comparable Shapefile is also required for the above-mentioned utilities.
Shapefiles should include horizontal and vertical datum information.
10.3 Closeout Checklist
Before any Certificate of Occupancy (C.O.) can be issued or Final Plat recorded the City must
receive the following items (if applicable):
1. Engineer of Record’s Certification of Improvements and Permits.
2. As-Built Record Drawings.
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25
3. Roadway Test Results.
4. Video Record of Sewer Lines.
5. FDEP Clearance Letters for both Water & Sewer.
6. Written Acknowledgement from FDOT that all Permit Conditions (Driveway, Drainage,
Utility) have been met and accepted.
7. Copy of the ERP Certification and Request for Conversion to Operation to NWFWMD.
8. Written Acknowledgement from all Jurisdictional Agencies that all Wetland Permit
Conditions have been met and accepted.
9. Signed 2-Year Warranty Agreement.
Written explanations are required for the above items that are not applicable. Items 1 through
4 must be received prior to requesting a final inspection. Upon request the City will conduct a
final inspection and any deficiencies must be corrected before acceptance.
10.4 2-Year Warranty Period
All streets, water and sewer facilities, and drainage systems to be accepted by the City for
perpetual maintenance are subject to a 2-Year Warranty Period.
A. During this period the Owner/Developer warrants that it shall, for a period of 2 years
from the date of acceptance, perform all necessary work and repair to correct any
defective condition arising by reasons of workmanship, materials, labor, or damage which
may be discovered during the Warranty Period.
B. If in the judgement of the City, repairs to the Improvements become necessary, then upon
notice from the City, at any time during the Warranty Period, said repairs shall be
promptly made, at the sole expense of the Owner/Developer, who shall correct and repair
all unacceptable conditions as may be necessary to bring the warranted improvements
into compliance.
City of Crestview Engineering Standards Manual August 2022
APPENDIX A
CITY OF CRESTVIEW
DEPARTMENT OF PUBLIC SERVICES
Table of Contents
SECTION TITLE PAGES
12 Trench Excavation, Backfill & Compaction ……….………….………..……………………….……. 5
13 Pipe Boring, Drilling & Jacking ……………….………..……….……………………………………….... 5
14 Water Mains & Wastewater Force Mains ………..………..….…………………………………… 12
15 Sanitary Sewer Specifications ………………………………..…….……………………………………... 9
16 Lift Station Specifications ………………………………..……………….……………………………….. 15