HomeMy WebLinkAboutItem #11 Amendment to the City of Ocoee LDC Addition of Engineering Standards Manualtie C of Good Lipp
B'
AGENDA ITEM COVER SHEET
Meeting Date: February 5, 2013
Item # - I I
Reviewed By:
Contact Name: Mike Rumer Department Director:
Contact Number: Ext. 1018 City Manager:
Subject: Amendment to the City of Ocoee Land Development Code (LDC)
Addition of the City of Ocoee Engineering Standards Manual
Background Summary:
The City has implemented many procedures to help streamline development reviews and approvals. The
Engineering Standards Manual is a firm technical guideline for engineering materials' design, construction, and
layout for all improvements that shall be dedicated, owned, and or maintained by the City of Ocoee. This
manual is intended to centralize development policies and changes in requirements the City has made that is
either not referenced in the Land Development Code or is in direct conflict with the Code. This manual will
complement the Land Development Code in its direction and requirements for building facilities such as
stormwater retention, water and sewer utility installation, and paving of rights of ways and other surfaces.
The attached ordinance will amend the Land Development Code regarding referencing the Engineering
Standards Manual. By referencing the manual in the Land Development Code and not actually including the
manual in the Code, changes and revisions to specifications can be made without the need to amend the Land
Development Code each time a change is necessitated.
Issue:
Should the Honorable Mayor and City Commission approve an amendment to the Land Development Code
(LDC) relative to the construction of public and private facilities through the Engineering Standards Manual
which will be referenced in Article 6 of the Ocoee Land Development Code?
Recommendations
Staff recommends the Honorable Mayor and City Commission approve an ordinance adopting the Engineering
Standards Manual by reference in Article 6 of the Ocoee Land Development Code.
Attachments:
Ordinance
Engineering Standards Manual
Financial Impact:
None
Type of Item: (please mark with an 'V)
Public Hearing
For Clerk's Dept Use -
X Ordinance First Reading
Consent Agenda
Ordinance Second Reading
Public Hearing
Resolution
Regular Agenda
Commission Approval
Discussion & Direction
Original Document/Contract Attached for Execution by City Clerk
Original Document/Contract Held by Department for Execution
Reviewed by City Attorney
N/A
Reviewed by Finance Dept.
N/A
Reviewed by ()
N/A
2
ORDINANCE NO. 2013-
AN ORDINANCE OF THE CITY OF OCOEE, FLORIDA, RELATING
TO MINIMUM STANDARDS FOR THE DESIGN AND
CONSTRUCTION OF FACILITIES IN THE CITY; ENACTING A
NEW SECTION 6 -1.C. OF ARTICLE VI OF CHAPTER 180 OF THE
CODE OF ORDINANCES OF THE CITY OF OCOEE; ADOPTING AN
ENGINEERING STANDARDS MANUAL; PROVIDING FOR
SEVERABILITY; PROVIDING FOR CODIFICATION; PROVIDING
AN EFFECTIVE DATE.
WHEREAS, the City Commission of the City of Ocoee has determined that the
establishment of minimum acceptable engineering standards for materials, design, construction
and layout for improvements is essential to the public health, safety and welfare of the citizens of
Ocoee; and
WHEREAS, the City Commission has determined that uniformity of acceptable
engineering standards is of critical importance to the protection of the public health, safety and
welfare; and
WHEREAS, the City Commission desires to enact Section 6 -1.C. of Article VI of
Chapter 180 of the Code of Ordinances of the City of Ocoee to adopt the City's Engineering
Standards Manual attached hereto as Exhibit "A ".
NOW, THEREFORE, BE IT ENACTED BY THE CITY COMMISSION OF THE
CITY OF OCOEE, FLORIDA AS FOLLOWS:
SECTION ONE. Authority The City Commission of the City of Ocoee has the authority to
adopt this Ordinance Pursuant to Article Vill of the Constitution of the State of Florida and
Chapter 166, Florida Statutes, and Section C -8E of the Charter of the City of Ocoee.
SECTION TWO. Chapter 180, Article VI, Section 6 -1.C. The following Section 6 -1.C. of
Article VI of Chapter 180 of the Code of Ordinances is hereby created and reads as follows:
Section 6 -1.C. Engineering Standards Manual.
The Code of Ordinances is amended by the adoption of the "Engineering Standards
Manual," which may be amended from time to time and is available . Compliance
with the Engineering Standards Manual is hereby required. The requirements of the Engineering
Standards Manual shall be superseded by the requirements established for Specially Planned
Areas and by the requirements of the Comprehensive Plan. In the event of a conflict between
Engineering Standards Manual and the Code of Ordinances, the most stringent and restrictive
specification, condition and /or directive shall apply. For any matter not specifically addressed in
the Manual, good engineering standards shall be practiced and shall be subject to approval by the
City Engineer.
SECTION THREE. Severability. If any section, subsection, sentence, clause, phrase, or portion
of this Ordinance is for any reason held invalid or unconstitutional by any court of competent
1
jurisdiction, such portion shall be deemed a separate, distinct, and independent provision and such
holding shall not affect the validity of the remaining portion hereto.
SECTION FOUR. Codification It is the intention of the City Commission of the City that the
provisions of this ordinance shall become and be made a part of the Code of Ordinances of the
City; and that sections of this ordinance may be renumbered or re- lettered and the word
"ordinance" may be changed to "chapter," "section," "article," or such other appropriate word or
phrase in order to accomplish such intentions; and regardless of whether such inclusion in the
code is accomplished, sections of this ordinance may be renumbered or re- lettered and the
correction of typographical errors which do not affect the intent maybe authorized by the City
Manager, without need of public hearing, by filing a corrected or re- codified copy of same with
the City Clerk.
SECTION FIVE. Effective Date This Ordinance shall become effective upon passage and
adoption.
PASSED AND ADOPTED this
ATTEST:
Beth Eikenberry, City Clerk
day of 2013.
APPROVED:
CITY OF OCOEE, FLORIDA
S. Scott Vandergrift, Mayor
ADVERTISED , 2013
READ FIRST TIME
2013
READ SECOND TIME AND ADOPTED
,2013
UNDER AGENDA ITEM NO.
FOR USE AND RELIANCE ONLY
BY THE CITY OF OCOEE,
APPROVED AS TO FORM AND
LEGALITY, THIS day
of , 2013
SHUFFIELD, LOWMAN & WILSON, P.A.
C
CITY ATTORNEY
No
EXHIBIT A
ENGINEERING STANDARDS MANUAL
City of Ocoee
Engineering Standards Manual
MISSION
This Engineering Standards Manual is a firm technical guideline for engineering materials' design,
construction, and layout for all improvements that shall be dedicated, owned, and /or maintained by the City
of Ocoee.
INTRODUCTION
The provisions of this Manual are established in order to effectively carry out the purposes of the Land
Development Code of the City of Ocoee, in the interests of public health, safety, and welfare of the citizens
and inhabitants of Ocoee, Florida.
Should there be any discrepancy or conflict between the Engineering Standards Manual and any applicable
City Codes, such as the Land Development Code, the most stringent and restrictive specification, condition
and /or directive shall apply. If any item is not specifically addressed in this manual, good engineering
standards shall be practiced and is subject to the City Engineer's approval.
DISCLAIMER
The City of Ocoee, in the form of this manual, its attachments and documents referenced herein, is
attempting to provide the best available information in an electronic format. It is the responsibility of the
recipient to ensure that this information is the most recent, up to date, and in its entirety, as was originally
provided by the City. This information is provided as is, without warranty or guarantee of any kind. The
entire risk, as to quality, performance, and accuracy, are with the recipient. In no event, is the City of Ocoee
or its Staff liable for any direct, indirect, incidental, special, consequential, punitive or other damages
whatsoever (including loss of profit, loss of information, interruptions, or other pecuniary losses) arising
from the use of or inability to use this data.
I agree to the terms and conditions set forth in this document, take me to the
TABLE OF CONTENTS
I
Engineering Standards Manual
Table of Contents
Article
Article
1
General Provisions
Underdrains
18
2
Definitions
Sidewalk/Bike Paths, Concrete Curb, Etc.
19
3
Design Standards
Chain Link Fence
20
4
Right -of -Way Utilization
Grassing and Mulching
21
Site Preparation, Surface
5
Removal and Restoration
Pavement Markings
22
6
Excavation, Trenching, and
Medians
23
Backfilling
7
Clearing and Grubbing
Turn Lanes and Tapers
24
8
Earthwork
Driveways
25
9
Subbase
Utility Line Installation Requirements
26
10
Soil Cement Base
Wastewater Facilities Design
27
11
Limerock Base
Gravity Sanitary Sewers
28
12
Prime and Tack Coats for Base
Sanitary Sewer Force Mains
29
Course
13
Asphaltic Concrete Surface
Sanitary Sewer Pump Stations
30
Course
14
Portland Cement Concrete
Potable Water System
31
Pavement
15
Quality Control
Reclaimed Water System
32
16
Culverts and Storm Sewers
Horizontal Directional Drilling
33
17
Inlets and Manholes
Stormwater Management
34
Approved Manufacturer's List Engineering Details
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Index
1.01 GENERAL
1.02 REFERENCE MATERIALS
1.03 PRE - CONSTRUCTION CONFERENCE
1.04 UTILITY COORDINATION
1.05 UTILITY CONSTRUCTION
1.06 START OF CONSTRUCTION
1.07 CONSTRUCTION COMPLETION
1.08 OFF -SITE POLLUTION PROTECTION
1.09 INSPECTION
1.10 TRANSFER OF PRIVATE OWNERSHIP
1.11 PROPERTY OWNERSHIPS
1.12 PLANS AND SPECIFICATIONS
BACk 10 FAIII 1: OV CON7T:N I S
Section
1.01 GENERAL
The Standards set forth in this Manual are meant to provide minimum Standards
for the design and construction of facilities which meet the following conditions:
1) Public and private facilities, to be constructed within the City's corporate
limits.
2) Facilities to be dedicated to the City for ownership.
3) Facilities to become future additions to the City's utilities and
transportation systems.
This Manual is not meant to be totally restrictive in nature; that is, it does not
depict the only acceptable method of design. Rather, its purpose is to describe
minimum acceptable Standards of construction and to promote uniformity. The
individual requirements of the Manual shall be superseded by the requirements
established for Specially Planned Areas and the Comprehensive Plan, where
applicable.
Should any design be submitted which varies appreciably from the Standards set
herein or uses materials other than those recommended, it must be accompanied
by appropriate supporting documentation or engineering studies for review and is
subject to the approval of the City Engineer or his Designee.
All plans submitted for review must be in conformance with all Federal, State and
City regulations and codes. In no case shall minimum standards be less than
those established by recognized governmental agencies, unless stated otherwise in
these Specifications.
2/20/2012 1 of 7 ARTICLE 1
Where a certain manufacturer is specified for a particular piece of equipment,
non - specified product equals may be approved by the City Engineer or his
Designee after submittal of a request in writing and accompanied by supporting
documentation. An approved Manufacturer's List is attached as part of this
Manual to assist the Engineer and the Contractor.
Section
Pre - application meetings are recommended and pre- Construction conferences are
mandatory between the Owner/Developer, their Engineer, their Contractor(s), all
utilities, and the City Staff when City facilities are involved.
1.02 REFERENCE MATERIALS
Unless otherwise stated, the most recent publications of the following
organizations shall be referred to as required. Other publications may be used in
the implementation of the Standards.
A) Water Environment Federation (WEF)
B) American Society for Testing Materials (ASTM)
C) United States Occupational Safety and Health Administration (USOSHA)
D) American Association of State Highway and Transportation Officials
(AASHTO)
E) American National Standards Institute (ANSI)
F) American Water Works Association (AWWA)
G) National Fire Protection Association (NFPA)
H) National Science Foundation (NSF)
I) American Society of Civil Engineers (ASCE)
J) Florida Department of Transportation (FDOT)
K) Institute of Transportation Engineers (ITE)
L) Federal Highway Administration (FHWA)
M) American Asphalt Institute (AAI)
N) Portland Cement Association (PCA)
O) American Concrete Institute (ACI)
P) Underwriters Laboratories, Inc. (UL)
Q) Insurance Services Office (ISO)
R) Environmental Protection Agency (EPA)
S) National Pollutant Discharge Elimination System (NPDES)
T) Sunshine State One Call System Of Florida (SSOCSOF)
U) Federal Specification (FS)
2/20/2012 2 of 7 ARTICLE I
Section 1.03 PRE- CONSTRUCTION CONFERENCE
It shall be required that a pre - construction conference between the
Owner /Developer, their Engineer, their Contractor, all utilities, and the City Staff
be held at least 5 days before commencement of any construction within the
corporate limits of the City of Ocoee. All applicable City, State and Federal
Agency permits are required to be in the possession of the Owner /Developer prior
to the pre - construction meeting.
Section 1.04 UTILITY COORDINATION
It shall be up to the Owner /Developer to coordinate all utilities concerning
development. All utilities shall be given notice prior to commencement of
construction in accordance with F.S. 553 and F.S.556 and guidelines of SSOCOF.
Section 1.05 UTILITY CONSTRUCTION
Utility lines of any kind, including, but not limited to, traffic signal systems, street
lighting, those of franchised utilities, electric power and light, telephone and
telegraph, cable television, water, sewer, and gas, shall be constructed and
installed beneath the surface of the ground unless it is determined by the City
Engineer, and approved by the City Commission, that soil, topographical, or any
other compelling conditions make the installation of such utility lines as
prescribed herein unreasonable or impractical. It shall be the Owner's /Developer's
responsibility to make the necessary arrangement with each utility in accordance
with the utility's established policies. The underground installation of incidental
appurtenances such as transformer boxes, pedestal mounted boxes for electricity,
or similar service hardware necessary for the provision of electric and
communication utilities may be required at the discretion of the City Engineer.
When appropriate, all materials shall be Listed for the purpose for which it is
used.
Section 1.06 START OF CONSTRUCTION
The City Engineer or his Designee shall be notified, in writing, at least 5 days in
advance of the proposed date of the beginning of construction. Any time that
work is to stop for a period of time in excess of 5 working days, other than
stoppage beyond the Contractor's control, and holidays, the City Engineer shall be
notified in writing of such interruption. The Engineering Plans, as approved by
the City, and all revisions shall be readily accessible to City personnel during all
periods of activity. No activity shall be permitted without these documents on-
site. Someone of responsible charge must be on -site during all construction
activities.
2/20/2012 3 of 7 ARTICLE 1
Section 1.07 CONSTRUCTION COMPLETION
All requirements stated in the LDC shall be complied with by the
Owner/Developer prior to any occupancy of any private or public improvements.
Section 1.08 OFF -SITE POLLUTION PROTECTION
It shall be the Owner's /Developer's responsibility to provide, in accordance with
the LDC, all associated Ordinances and State and Federal Agencies, and the
NPDES regulations, all downstream and offsite water quality and siltation
protection required during construction. In any event, it shall be the
Owner's/Developer's responsibility to remove any downstream siltation prior to
the time of final inspection. Air pollution, such as dust, shall also be controlled at
all times.
Section 1.09 INSPECTION
1.09.01 Periodic
Representatives of the City shall periodically visit the project site to make a visual
inspection of the progress of the work and methods of construction. Upon
observation of work not done in accordance with the Plans and Specifications, the
City will notify the Owner's/Developer's Contractor and the Owner /Developer or
his Designee and request that the necessary corrections be made. All inspections
shall be scheduled a minimum of 24 hours in advance. Special inspections
requested by Owner/Developer. The City can come out at any time without prior
notice.
1.09.02 Substantial Completion
Substantial Completion inspection may be provided when the project justifies the
need for the process prior to the issuance of a Certificate of Completion. The
Owner/Developer must submit a written request for a formal Substantial
Completion inspection and shall include the following;
a) Exclude wall, landscaping, irrigation, and other amenities.
b) Include water, sewer, reuse, storm roads, rough grading and signage
(FDEP Water and Sanitary clearances shall have been issued).
c) Require a written document from developer requesting formal inspection.
d) Reference that developer has already punch listed project and all items
completed.
e) State that project is built in accordance with plans and specifications and
include an initial set of As -Built Drawings.
f) Engineering Department will schedule an all department formal inspection
with written punch list back to Engineering Department.
2/20/2012 4 of 7 ARTICLE 1
g) Engineering Department will coordinate with OCPW, OCUD and FDOT
as applicable.
Engineering will review all punch lists and make determination of Substantial
Completion. A written response to developer on substantial completion including
all punch lists will be provided to the Owner Developer. If deemed to be
Substantially Complete the developer can start construction of production homes.
1.09.03 Final
The City shall be notified when the project is complete. Upon receiving at least a
48 hour prior request, excluding weekends and holidays, for final inspection of
the completed work, the City's representatives, together with the representatives
of other interested agencies, shall perform the final inspection. The following
submittals shall be required prior to Final Inspection: Payment for any failed
material tests, all applicable Certifications of Completion from other agencies,
Clearances for Utility Systems and Final Record Drawings, including digital and
hard copies.
Section 1.10 TRANSFER OF PRIVATE OWNERSHIP
When transfer of private facilities to public ownership is desired and the City
Engineer concurs, all such private facilities shall be brought up to the current City
Standards at no cost to the City, in so far as construction and maintenance are
concerned, before the City will accept such facilities. Proof of satisfactory
completion of the facilities, approved construction plans as Record Drawings, the
2 year maintenance bond with itemized construction costs, Bill of Sale for
improvements dedicated to the City, and the appropriate legal documents shall be
furnished to the City Engineer prior to acceptance.
Section 1.11 PROPERTY OWNERSHIPS
All facilities to be owned and maintained by the City shall be located on City
property, within City rights -of -way, or in easements dedicated to the City for the
uses intended.
Section 1.12 PLANS AND SPECIFICATIONS
1.12.01 General
All submitted plans shall be standard size sheet (24" x 36" or 1 l " x 17 ") with title
block. Graphic scale(s) shall be provided on each sheet and all lettering shall be
0.08 x scale (Leroy 80) or larger to permit photographic reproduction. Color aerial
photography plan sheet(s) is /are required for the property /project area and shall
include an area 100' outside the limits of the proposed project improvements.
Submittal of Specifications shall only be required when special facilities outside
the scope of this Manual are proposed. All Plan sheets, detail sheets and the title
page of submitted and Bound Specifications must be signed, sealed and dated by
the Engineer of Record licensed in the State of Florida.
2/20/2012 5 of 7 ARTICLE ]
1. 12.02 Master Plan
Whenever possible, the entire water, reuse, and wastewater systems shall be
shown on a single Master Plan. The Master Plan shall indicate the general
locations of all mains, manholes, valves, hydrants, services and service laterals
with respect to the proposed development improvements and the existing water
and wastewater systems. Main sizes shall be indicated on the Master Plan.
1. 12.03 Plan and Profile
All utilities including gravity sewers, all wastewater force mains, storm sewers
and off -site water mains shall be drawn in plan and profile. On -site water and
reuse mains may be shown in plan view only.
Whenever possible, on -site water and wastewater systems shall be shown on the
same Plans sheet. As a minimum, the plan and profile drawings shall include the
following information:
A) General information such as north arrow, names of Designer and
Engineer, revision block with dates, graphic scale(s) and sheet number.
B) Plan and profile with elevations at 100 foot intervals, or more frequently if
required by good design practice.
Q Development layout with horizontal and vertical controls.
D) All conflicts with other utility and drainage systems.
E) All manhole locations and rim elevations for manholes outside of paved
areas.
F) Pipe data including size, lengths, material, and slopes.
G) Size, type, and locations of fittings, valves, hydrants, air release /vacuum
relief, and other related appurtenances.
H) Limits of pipe deflection. (Would not recommend allowing — require
fittings)
I) Limits of special exterior coatings.
J) Limits of special bedding requirements.
K) Pipe restraint requirements and limits of restrained joints.
L) Details of connection to existing systems.
M) Location(s) and general layout of wastewater pumping stations.
2/20/2012 6 of 7 ARTICLE I
N) Construction notes regarding cover, horizontal and vertical control, special
construction requirements, and references to standard and special details.
O) Point of Service for fire sprinkler system and location of fire department
connection.
1. 12.04 Details
The Plans shall include all applicable Standards as identified in this Manual with
appropriate Details. Special details shall be prepared by the Engineer for aerial
and underwater crossings of rivers, streams, canals and ditches. Other special
details shall be prepared by the Engineer as required.
1. 12.05 Scale
The Master Plan shall be prepared at a scale not to exceed 1" to 200'. Plan and
profile sheets shall not exceed a scale of 1" to 50' horizontally and 1' to 5'
vertically. Special details shall be of sufficiently large scale to show pertinent
construction information.
1. 12.06 Complete Submittals
Plans for any review and submittal shall be complete. The Owner shall be
responsible for payment of fees when the City provides reviews more extensive
than reasonably expected due to the submittal being incomplete and /or
inadequate.
2/20/2012 7 of 7 ARTICLE 1
ARTICLE 2
DEFINITIONS
BACK TO TABLE OF CONTENTS
Except where specific definitions are used within a specific ARTICLE or Section of this resolution
or the purpose of such Sections, the following terms, phrases, words, and their derivation shall
have the meaning given herein when not inconsistent with the context. Words used in the
present tense include the future tense, words in the plural number include the singular number
and words in the singular number include the plural number. The word "shall" is mandatory, and
the word "may" is permissive.
AASHTO - means American Association of State Highway and Transportation Officials. Any
reference to AASHTO Standards shall be taken to mean the most recently published revision
unless otherwise specified.
ANSI - means American National Standards Institute. Any reference to ANSI Standards shall be
taken to mean the most recently published revision unless otherwise specified.
ASTM - means American Society for Testing Materials. Any reference to ASTM Standards shall
be taken to mean the most recently published revision unless otherwise specified.
AWWA - means American Water Works Association. Any reference to AWWA Standards shall
be taken to mean the most recently published revision unless otherwise specified.
City - means the City of Ocoee, Florida.
City En ig neer - means the Engineer or his designee or other appointed officer of Ocoee, Florida,
acting directly or through an assistant or other appointed representative, acting only within the
scope of the particular duties assigned by the Land Development Code.
Construction Inspector - means the construction representative of the Engineering Department or
other field appointed representative, acting only within the scope of the particular duties assigned
by the City Engineer.
Contractor -means the person, firm, or corporation with whom the contract for work has been
made by the Owner/Developer or the City.
Developer - means any person or legal entity who is responsible for any undertaking that
requires an administrative or regulatory permit.
DIPRA - means Ductile Iron Pipe Research Association.
Drawings - means engineering drawings prepared by an ENGINEER to show proposed
construction.
2/20/2012 1 of 3 ARTICLE 2
ENGINEER - means a Professional Engineer or engineering firm registered with the Florida
State Board of Professional Engineers, other than direct employees of the City of Ocoee, retained
to provide professional engineering services for a project.
FDOT - means the Florida Department of Transportation.
Geotechnical /Soils Engineer - means a Registered Florida Engineer who provides services
related to terrain evaluation and site selection, subsurface exploration and sampling,
determination of soil and rock properties, foundation engineering, settlement and seepage
analysis, design of earth and earth retaining structures; as well as the design of subsurface
drainage systems and the improvement of soil properties and foundation conditions; as well as
testing and evaluation of construction materials.
ISO - means Insurance Services Office. Any reference to ISO Standards shall be taken to mean
the most recently published revision unless otherwise specified.
Landscape Architect - means a Landscape Architect registered in the State of Florida who
provides professional services related to the planning and development of land and incidental
water areas, where the purpose of these consulting services is the preservation, conservation,
enhancement, or determination of land uses, natural and man -made features, siting of buildings
and structures, grounds and approaches, the setting of grades, contouring of land and water
forms, determination of stormwater drainage, and irrigation systems. (From Florida Statute
Chapter 481, Part II.)
LDC - means the Land Development Code of the City of Ocoee, Florida.
Listed - means equipment, materials, or services included in a list published by an organization
acceptable to the authority having jurisdiction and concerned with evaluation of products or
services that maintains periodic inspection of production of listed equipment or materials or
periodic evaluation of services, and whose listing states either that the equipment, material, or
service meets identified standards or has been tested and found suitable for a specified purpose.
Manual - means this City of Ocoee Engineering Standards Manual.
MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) - means the United
States Department of Transportation Manual on Traffic Control Devices, latest edition, unless
otherwise specified.
NEMA - means National Electrical Manufacturers Association. Any reference to NEMA
Standards shall be taken to mean the most recently published revision unless otherwise specified.
NSF - means National Sanitation Test Laboratory Foundation. Any reference to NSF Standards
shall be taken to mean the most recently published revision unless otherwise specified.
OSHA - means the Federal Occupational Safety and Health Administration. Any reference to
OSHA Standards shall be taken to mean the most recently published revision unless otherwise
specified.
2/20/2012 2 of 3 ARTICLE 2
Owner - means any person or legal entity having sufficient proprietary interest to undertake
development pursuant to the Land Development Code.
Plans - means Drawings as defined herein above.
Public Works Director - means the Engineer or other appointed officer of Ocoee, Florida, acting
directly or through an assistant or other appointed representative, acting only within the scope of
the particular duties assigned by the Land Development Code.
Specifications - means the specifications contained in this Manual.
Standards - means the minimum design Standards contained in this Manual.
Standard Specifications - means the Department of Transportation, State of Florida, Standard
Specification for Road and Bridge Construction, latest edition, unless otherwise specified.
Substantially Completed - means that date when the work is completed in accordance with this
Manual or the Projects Contract Documents, with the exception of the minor items identified
during the inspection process. Upon substantial completion, the work can be utilized for the
purposes for which it is intended if the public's health, safety, and welfare will not be
endangered.
Typical City Details - means the detailed drawings in this Manual related to general civil
engineering materials and installation.
2/20/2012 3 of 3 ARTICLE 2
AR 77 L E, 3
Index 3.01
GENERAL
3.02
STREETS AND OTHER PAVEMENTS
3.03
EASEMENTS
3.04
SURVEY MONUMENTS
3.055
CURBS AND GUTTERS
3.06
STORMWATER MANAGEMENT
3.07
DECORATIVE ENTRANCES
3.08
OWNER/DEVELOPER CONTROL DURING CONSTRUCTION
3.09
EROSION CONTROL
3.10
PHASED DEVELOPMENT
3.11
TRAFFIC CONTROL DURING CONSTRUCTION
3.12
RESIDENTIAL DEVELOPMENT
3.13
TRAFFIC SIGNAL PRE- EMPTION SYSTEM
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Section 3.01 GENERAL
The lands included within the development shall be suitable for the various
purposes proposed and shall not be subject to poor drainage, erosion or other
conditions detrimental to the health, safety and general welfare of the public.
Further, no development plan shall be approved unless the City finds, after full
consideration of all pertinent data, that the development can be served adequately
with such normal public facilities and services as are suitable in the circumstances
of the particular case. The Owner /Developer shall be responsible for the
acquisition of all materials, installation and construction costs, and legal
documentation for all on -site and off -site activities of the proposed development.
A Professional Engineer, registered in the State of Florida and qualified by virtue
of training and experience to practice the engineering discipline involved, shall be
employed to design all required improvements such as streets, traffic control,
drainage structures, bridges, bulkheads, and utility facilities, and to provide such
professional services during construction as are generally considered to be part of
a complete engineering service. Upon request, the Owner /Developer shall submit
to the City Engineer signed documentation to this effect. All plans for
improvements shall be prepared and sealed by such Engineer and approved by all
appropriate regulatory agencies and the City prior to the commencement of the
improvements. Street lighting plans for the development shall be prepared by the
power company supplying service to the development. Florida Statute shall
govern the preparation of all site plans and related engineering drawings
submitted to the City.
2/20/2012 1 Of 18 ARTICLE 3
3.01.01 Conformance with City Policy
The subdividing and /or development of any areas shall conform to the adopted
general goals and objectives of the City with respect to the physical development
of the City as set forth in various documents including, but not limited to:
A) The Ocoee Comprehensive Plan.
B) City policies and Services and Facilities as enunciated by applicable City
Ordinances.
C) The Land Development Code of the City of Ocoee.
D) The Engineering Standards Manual.
E) Ordinances of the City of Ocoee.
3.01.02 Use of Natural Features
The arrangement of structures, stormwater systems, lots and blocks, and the street
system shall make the most advantageous use of topography and preserve mature
trees, wetlands, and other natural features wherever possible.
3.01.03 Consideration of Soil and Flood Hazards
All land intended for use in a development plan for building sites must be able to
be used safely for building purposes without danger from flood or other
inundation, or from adverse soil or foundation conditions or from any other
menace to health, safety, or public welfare: No filling or grade level change
shall be permitted which will reduce the flood storage volume available between
the base flood elevation and the normal ground water elevation to adversely affect
any surrounding area. No development shall be permitted in the 100 year flood
plain. The Orange County Soil Survey is to be used as a guideline in identifying
soil properties and interpretations for various uses in terms of soil limitations and
soil features adversely affecting a particular use.
The following Standards shall be followed in areas of low and very low potential
soils:
A) Soils with either very low potential or low potential for proposed uses, as
identified in the Soil Survey, shall not be developed unless such soils are
removed or modified to accommodate the intended use, as approved by
the City Engineer.
B) Public facilities shall not be constructed where the soil performance for
said public facility is of low or very low potential, except in cases of
overriding public interest.
C) Dedication shall not be accepted for public ownership or maintenance of
utilities or roads constructed in areas where soil performance for said
facilities is of low or very low potential.
2/20/2012 2 of 18 ARTICLE 3
3.01.04 Special Considerations
Special consideration shall be given in the layout of streets, lots, blocks,
buildings, and easements to the preservation of large and specimen individual
trees as identified by the Ocoee Comprehensive Plan. Special consideration shall
also be given to preserving natural drainage methods and natural topography and
landscape. Special consideration shall be given to providing special screening,
landscaped or natural buffers, or landscaped berms where developments abut non -
compatible land uses in accordance with the LDC. Special consideration shall be
given to conformance with streets and driveway spacing Standards in accordance
with the LDC and this document. Special consideration shall be given during the
development design process to not only make the site accessible to the public
through the use of handicap parking and ramps, off -site sidewalks /bikeways, and
interconnection of adjacent sites; but also where possible encourage the use of
alternative mode of travel by providing transit stops and shelters, on -site
sidewalks /bikeways, bike racks, and signed and marked reserved employee ride
share parking spaces.
3.01.05 Record Drawing Requirements
All "as- built" information submitted to the engineer shall be sufficiently accurate,
clear and legible to satisfy the engineer that the information provides a true
representation of the improvements constructed. Upon completion of
construction, the contractor shall submit to the engineer of record complete sets of
"as- built" construction drawings as required for submittal and approval. These
drawings shall be marked to show "as- built" construction changes and
dimensioned locations and elevations of all improvements and GPS data table and
shall be signed and sealed by a Florida registered land surveyor. The following
information shall be included in the "as- built" submittal at a minimum:
A) Sanitary Sewer:
1. Top elevation of each manhole frame and cover.
2. Invert of each line entering and leaving each manhole /structure.
3. Length of each run of main between manholes (center to center).
4. Actual grade of pipe between manholes.
5. Locate all service wyes from downstream manhole with depth at lot
line and distance from the main line.
6. Field measurements for location from permanent visible objects all
fitting /accessories not visible from the surface (minimum two point
ties) (including clean- outs).
B) Storm Drainage:
1. Top elevation of each manhole frame and cover /grate as well as all
other structures (headwalls, control structures, etc.).
2. Invert elevation of each line entering and leaving each structure,
including underdrain pipes.
3. hlverts of all mitered end sections.
4. Actual grade of pipe between the structures.
2/20/2012 3 of 18 ARTICLE 3
5. Invert elevation and two horizontal ties from permanent visible objects
to all storm stub -outs, underdrain cleanouts, yard drains, etc.
C) Water and Reuse System and Force Main
1. Actual lengths between all fittings and valves along the main run.
2. Locate with measurements from permanent visible objects all
fittings /accessories not visible from the surface (minimum two point
ties).
3. As -built information on water systems shall include locations of all
fire hydrants, water services, blow -off assemblies, and top of pipe
elevations at all fittings and at a minimum of 100 feet spacing along
the length of the mains.
4. All sample points shall be shown in the "as- built" drawings and shall
be sequentially numbered throughout the entire project without
duplication between plan sheets. The numbering shall conform with
those indicated in the samples for fdep clearances.
D) Utility Crossing Separation Information for that on the Plans Verifying:
1. Size and material of crossing pipes.
2. Top elevation of bottom pipe.
3. Bottom elevation of top pipe.
4. Finish surface elevation over utility crossing.
E) Pavement Grades and Drainage Patterns
1. Pavement profiles and critical points shall have verified elevations
indicating the constructed finished grade.
2. Drainage patterns indicated by the design drawings shall have verified
spot elevations indicating the finished grade.
F) GPS Data:
The x, y and (z) location based on the coordinate system Florida east zone
state plane coordinate feet NAD 83, of all manholes (rim elevation), lift
stations (rim elevation), cleanouts (grade), sample points (grade), fittings
(center of pipe) and meter boxes (grade), etc. Shall be clearly shown.
Acceptable position accuracy shall be sub -meter or better for compatibility
with global positioning system (GPS) equipment.
The GPS data shall be provided in an asset table incorporated as a section
of the final "as- built" drawings and shall include the headings as follows:
Asset #; utility system (water, sewer, reclaimed water, force main,
stormwater); description; X- Coord.; Y- Coord.; Z- Coord.
Asset #
Utility System
Feature
X- Coordinate
Y- Coordinate
Z- Coordinate
001
002
003
004
2/20/2012 4 of 18 ARTICLE 3
Section
3.02 STREETS AND OTHER PAVEMENTS
3.02.01 General
The design character, width, grade and location of all streets and bridges shall
conform to the Standards in this Section and shall be considered in their relation
to existing and planned streets, to topographical conditions, to public convenience
and safety, and in their appropriate relation to the proposed uses of the land to be
served by such streets. Whenever not modified by these Standards, the guidelines
of the Manual of Uniform Minimum Standards for Design, Construction and
Maintenance for Streets and Highways, (FDOT), and the Standards of the
American Association of State Highways and Transportation Officials, referred to
therein, shall be the minimum acceptable standard.
3.02.02 Minimum Standards For Right -of -Way Improvement
A) Sidewalks /Bikeways: It is the intent of the City that every new residential
lot or non - residential development shall construct its portion of the city
wide pedestrian /bikeway system. If a variance to these provisions is
granted, the Owner /Developer shall execute a sidewalk agreement with the
City to ensure the future installation of the facilities.
B) Driveway Approaches: Driveway approaches shall be 3,000 psi concrete,
at least 6 inches thick, with break and /or expansion joints at property line.
Sidewalk/bikepath shall be constructed with the driveway section.
Expansion joints shall be installed at the tie -in point with sidewalks and
curbing. All installations to maintain a slope of '/4 inch per 1 foot
horizontal.
C) Streets: Abutting rights -of -way shall be paved as hereinafter specified.
1) Design Specifications
Streets shall be classified based on the definitions and with
consideration of vehicle trip generation ratios unless superseded by
alternative ratios adopted by the City. Where the City has adopted
a higher classification than the classification based on projected
traffic volumes, the higher classification shall be used. All streets
shall be designed in accordance with the Manual of Uniform
Minimum Standards for Design, Construction and Maintenance for
Streets and Highways (FDOT), LDC, and the following minimum
specifications, except that greater requirements must be met when
imposed by an agency having jurisdiction of a particular road.
Horizontal aligmnents shall be based on a minimum design speed
of 35 MPH except for local residential streets. Local residential
streets shall have a minimum back of curb horizontal curvature of
50 feet without superelevation.
2/20/2012 5 of 18 ARTICLE 3
2) Minimum Street Grade Specifications
Percent Grade of Roadway
Minimum 0.50% 0.50% 0.50%
Slopes less than 0.50% shall require special approval by the City
Engineer.
The minimum cross slope shall be 2% except in necessary
transitions.
3) Intersection Design
a) Streets and driveways shall be laid out to intersect as nearly
as possible at right angles (90) or radial, however, in no
0
case shall the angle of the intersection be less than 60 .
Multiple intersections involving the juncture of more than 2
roadways and driveway approaches shall be prohibited.
The gradient within 100 feet of the intersection and
driveway shall not exceed 3 %. The design shall comply
with the Specifications contained in the Manual of Uniform
Minimum Standards for Design, Construction and
Maintenance for Streets and Highways (FDOT).
b) A minimum sight distance of 250 feet from any intersection
shall be maintained on the intersecting streets. Greater
distances may be required to satisfy FDOT and the Manual
of Uniform Minimum Standards for Design, Construction
and Maintenance for Streets and Highways (FDOT). In all
cases, clear sight distance from any intersection shall be
maintained on the adjoining streets.
4) Radii at Intersections
The minimum intersection radii of back of curb at all typical
intersections approximating a right angle shall be as follows:
Local to Local - Residential
Local to Local - Non - Residential
Local to Collector
Local or Collector to Arterial
Collector to Collector
2/20/2012 6 of 18
25'
35'
35'
50'
30'
ARTICLE 3
Maximum 10% 10% 10%
A deceleration lane and taper shall be required as outlined in
ARTICLE 24 of this Manual. A minimum radius of 30 feet shall be
provided at all intersecting right -of -way lines.
The design and construction of larger or smaller radii maybe
required by the City Engineer based upon the type of design
vehicles and design speed of the roadway.
5) Pavement Specifications
Improvements designed as above shall be provided as required by
the following schedule:
a) For residential developments, improvements shall conform
to STANDARD A., For Standard configuration see,
Typical City Details attached as part of this Manual.
b) For all other developments, improvements shall conform to
STANDARD B., For Standard configuration see, Typical
City Details attached as part of this Manual
C) Where the proposed development includes or abuts an
existing full or half right -of -way street, said street shall also
be improved as required to conform to the following
Standards.
d) When a modification to the width of an existing roadway is
necessary, a minimum of 1 1/2 inch of asphaltic concrete
overlay with leveling shall be installed the full length and
width of the entire affected section of the adjacent roadway.
2/20/2012 7 of 18 ARTICLE 3
STANDARD
TABLE 3-3
1) Grading and centerline gradients shall be provided on the plans and as
A
B
approved by the City. (See Section 3.02)
2) Curb and gutters shall be provided as follows:
a) Standard 24 inch wide Miami Residential or FDOT Type F curb and
A
gutter.
B
b) Standard 24 inch wide FDOT Type F curb and gutter.
c) Standard Type A concrete curb shall be used on center medians and
A
B
islands.
d) Density under curb and gutter shall be to a minimum density of 98%
A
B
of the maximum density determined by AASHTO T -180
3) Subbase shall be approved by the City Engineer as being suitable material
A
B
prepared in accordance with Standards established by this Manual. Twelve
inches shall be the minimum thickness unless otherwise stated in this ARTICLE.
4) Pavement base shall be improved as follows:
a) Arterial Streets:
A
B
10 inch compacted limerock /soil cement
b) Collector and Commercial Streets:
B
10 inch compacted limerock / soil cement
c) Local Streets:
A
8 inch compacted limerock / soil cement
Note: an equivalent type or alternate base material may be approved by the City
Engineer if field situation dictates.
5) Wearing surface shall be improved as follows:
a) Arterial, Collector and Commercial Streets:
1 -3 /4 inch structure course and 1 inch friction course. Non -skid
A
B
surfaces may be required. FDOT- applicable asphaltic concrete shall
be used unless otherwise approved by the City Engineer
b) Local Streets:
Minimum of 2 inch asphaltic concrete surface course or the
equivalent as meeting Standards established by the City. Non -skid
A
B
surfaces may be required. FDOT- applicable asphaltic concrete shall
be used unless otherwise approved by the City Engineer. City
Engineer may require surface treatment to be applied in two (2)
layers with final to layer being installed after build -out.
6) Grassing and mulching of flat areas, or sodding of swales, parkway medians,
A
B
percolation areas, and planting strips shall be in accordance with City
Standards. In no case shall mulching of driveways be permitted,
2/20/2012 8 of 18 ARTICLE 3
3.02.03 Additional Right -of -Way and /or Pavement Width
Whenever any street shows future need for improvement within the area to be
developed, the appropriate right -of -way or pavement width, in conformance with
minimum City Standards shall be required to be dedicated as outlined in the LDC.
Half streets and substandard rights -of -way and pavement widths shall be
prohibited. Where a previously dedicated incomplete or substandard street,
improved or unimproved, abuts or is within a tract to be developed, the remainder
of the right -of -way shall be dedicated and the full street improved according to
City Standards.
2/20/2012 9 of 18 ARTICLE 3
7) Street name signs in accordance with City specifications and appropriate block
numbers shall be installed on all public streets at all intersections. The street
name signs will be installed by the City upon notification from the Developer in
A
B
writing that the roads are complete. The Owner /Developer shall order and pay
for all such signage, including installation cost, prior to issuance of any building
permits. The signs shall be in place prior to the City's final acceptance of the
roadway.
8) Street lighting shall be installed at the expense of the Developer, and includes
payment of 2 years worth of up -front fees. All utilities are to be installed
underground. Poles shall not be placed in medians or directly adjacent to the
roadway or within sidewalks /bikeways. Wherever practical, poles shall not be
A
B
installed immediately adjacent to sidewalks /bikeways. The poles shall be
placed either in an easement or adjacent to the right -of -way line to allow a
minimum 5 foot clearance from the nearest edge of pavement. Location
modification shall be specifically approved by the City Engineer prior to
installation.
9) Traffic control devices such as signs and pavement markings and traffic
signalization devices shall be installed by the Owner /Developer at the
A
B
Owner's /Developer's expense within the project area and on abutting streets
and highways in accordance with the MUTCD and as approved by the City
Engineer. Modification requests shall be specifically approved by the City
Engineer prior to installation.
10) For two years from City Commission's project acceptance, the
A
B
Owner /Developer shall warranty all constructed facilities in public rights -of -way
and easements by Surety document approved by the City being either a Letter
of Credit or Cash.
3.02.03 Additional Right -of -Way and /or Pavement Width
Whenever any street shows future need for improvement within the area to be
developed, the appropriate right -of -way or pavement width, in conformance with
minimum City Standards shall be required to be dedicated as outlined in the LDC.
Half streets and substandard rights -of -way and pavement widths shall be
prohibited. Where a previously dedicated incomplete or substandard street,
improved or unimproved, abuts or is within a tract to be developed, the remainder
of the right -of -way shall be dedicated and the full street improved according to
City Standards.
2/20/2012 9 of 18 ARTICLE 3
3.02.04 Access
Vehicular access shall be provided as follows and as outlined in the LDC.
A) Minimum number of access points to adequately serve the development
without decreasing the safety and capacity of the public rights -of -way.
Joint -use driveways may be required by the City. All developments shall
also be evaluated by the City of Ocoee Fire Rescue Department for
emergency access.
B) In order to provide ease and convenience for ingress and egress to private
property, with maximum safety and the least interference to the traffic
flow on public streets, the number and location of driveways for roadways
with classification of collector and above, shall be regulated by the
dedication of access rights to the City in accordance with the LDC.
C) Deceleration and acceleration lanes, left -turn lanes, bypass lanes, and
tapers are required on all roads with a classification of collector and above
unless exempted by the City Engineer. Median relocations and
modifications or other design features may be required at the discretion of
the City Engineer to protect and maintain the safe and efficient operation
of the public rights -of -way.
D) All buildings, when constructed, shall be accessible to fire department
apparatus by way of access roadways with an all weather driving surface
of not less than 20 feet of unobstructed width and a turning radius of 40
feet capable of supporting the imposed loads of fire apparatus. This access
shall also have a minimum vertical clearance of 13 feet 6 inches. All
hydrants shall remain serviceable during project construction, unless
otherwise approved by the City of Ocoee Fire Rescue Department.
E) Driveways shall be installed as depicted in ARTICLE 25 of this Manual.
3.02.05 Paved Access to Nearest Paved Public Road
A development shall abut or have as its primary access onto a street designed and
paved to standard requirements of the authority having jurisdiction (City, County,
State). The Owner/Developer shall install or upgrade the street from the entrance
of the development to the nearest public paved road of proper functional
classification as determined by the City Engineer.
3.02.06 Commercial /Industrial Driveways and Internal Circulation
A) Vehicular circulation must be completely contained within the property.
Vehicles located within one portion of the development must have access
to all portions without using the adjacent street system and be capable of
accommodating the vehicles associated with the development.
2/20/2012 10 of 18 ARTICLE 3
B) Acceptable plans must illustrate that proper consideration has been given
to the surrounding street plan, traffic volumes, proposed street
improvements, vehicular street capacities, pedestrian movements, and
safety.
1) Driveways directly accessing thoroughfares or accessing local
streets adjacent to thoroughfares shall meet the design
requirements of the LDC.
2) Driveways accessing other local streets shall not intersect or be
nearer than 50 feet (20 feet for residential) to the adjacent
driveway without the approval of the City Engineer. Where
possible, driveways shall be located a minimum of 200 feet (50
feet for residential) from public intersections. Measurement is
based on nearest edge of pavement to nearest edge of pavement.
C) Deceleration lane and tapers shall be required as outlined in ARTICLL 24 of
this Manual.
D) Appropriate special radii shall be designed, subject to the approval of the
City Engineer for other than right -angle (90) intersections.
Section 3.03 EASEMENTS
Easements shall be centered on rear or side -lot lines where necessary. Easements
shall be provided as determined by the LDC. "Vehicular Access Easements" shall
be located as approved by the City Engineer.
Where necessary for safety and convenience, "Construction Easements" of
suitable width shall be required as determined by the City. No public easement
shall be occupied without first obtaining a Right -of -Way Utilization Permit.
When encroachment is desired, the applicant shall contact all utilities doing
business within the City, prior to the City granting permit.
"Joint -Use Access Easements" shall be required, as necessary, to provide safe and
adequate access to a site and for the protection of the capacity and safety of the
adjacent roadway.
Any off -site easements, needed to make the system function, shall be included in
the proposal for development and made a criteria for plan approval.
Easements for all facilities must be shown on construction drawings and approved
by the City. The easement documents and rights -of -way deeds must be executed,
accepted and recorded by the City. All recording fees shall be paid to the City
prior to recording in the Public Records or issuance of a building permit. All
easements for private developments shall be provided at no expense to the City.
2/20/2012 11 of 18 ARTICLE 3
Section 3.04 SURVEY MONUMENTS
Permanent Reference Monuments (PRMs) and Permanent Control Points (PCPs)
shall be placed as required by Florida Statutes. A letter from a Florida registered
Land Surveyor certifying that all monuments, PCPs, PRMs are in place as of the
date of the project acceptance shall be required of all developments. The
Contractor shall be responsible for re- establishing all disturbed survey markers
and /or monuments. All survey work shall be performed in accordance with
pertinent memoranda and shall comply with Minimum Technical Standards, as
adopted by the Florida Board of Land Surveyors, pursuant to Florida Statutes.
Section 3.05 CURBS AND GUTTERS
All streets shall be paved and drained in accordance with FDOT Standard curb -
and -gutter (or Miami curb in residential areas), unless otherwise specifically
approved by the City Engineer. Curbing shall be used for stormwater
conveyance, traffic control channelization, and the protection of landscaped areas.
The width of the curb and gutter shall be a minimum of 24 inches and shall be as
outlined by this Manual. Simple vertical curbing within rights -of -way will not be
acceptable to the City. Approved mountable median curb, of the FDOT type, may
be used, as approved by the City Engineer. All curbing designed to handle water
shall incorporate an approved gutter design.
No water valve boxes, meters, portions of manholes, or other appurtenances of
any kind relating to any underground utilities shall be located in any portion of a
curb - and - gutter section. The minimum allowable flow line grade of curbs and
gutters shall be 0.40% except in intersections where flatter grades shall be
allowable. Cross - street valley gutters shall not be allowed.
Section 3.06 STORMWATER MANAGEMENT
3.06.01 General Requirements
Protection of water resources is critical to the public health, safety, and welfare.
Innovative approaches to stormwater management shall be encouraged and the
concurrent control of erosion, sedimentation, and flooding shall be mandatory.
No site alteration shall cause siltation of wetlands, pollution of downstream
wetlands, or reduce the natural retention or filtering capabilities of wetlands.
2/20/2012 12 of 18 ARTICLE 3
3.06.02 Stormwater Management
A complete stormwater management system shall be provided in all areas of the
project and for handling stormwater runoff that flows into or across the project
area from the outside, without undesired additional flooding of any other land.
The system shall be designed for long life, low maintenance cost, and ease of
maintenance by normal maintenance methods. Soil types shall be considered and
full development of the basin assumed for selection of proper runoff coefficients
within the basins involved. Refer to ARTICLE 34 of this Manual for design
specifications. Should the proposed development area contain an existing natural
watercourse drainageway, channel, etc., such natural watercourse and the
vegetation inherent therewith shall be maintained and the proposed development
designed so as to preserve same unless otherwise permitted.
3.06.03 Guidelines for Berms
Slopes are preferred to be 5:1 or less on berms and other applications. Slopes 3:1
shall be the maximum permissible slope, unless specifically addressed elsewhere
in this Manual, but shall be stabilized with sod or other stabilizing material.
Retaining walls require the approval of the City Engineer or his Designee and
must be signed and sealed by the Engineer for any walls exceeding 2 feet in
height. Where berms or slopes are specifically addressed in other ARTICLES of
this Manual, they shall conform to that ARTICLE.
Section 3.07 DECORATIVE ENTRANCES
Where an Owner /Developer is specifically permitted by the City to construct
decorative landscaping within the right -of -way of any street, the
Owner /Developer shall provide a maintenance agreement acceptable to the City
for perpetual maintenance of such landscaping and shall provide for removal of
such landscaping on order by the City for cause. The City shall not accept
liability or responsibility for maintenance of landscaping in rights- of-way and
shall be held harmless for any damage done to same in work performed by the
City in such right -of -way. The design and maintenance of the landscaping shall
comply with the City's set back regulations for fixed object hazards and for driver
clear sight distance. Private signs are prohibited within public rights -of -way.
A minimum sight distance per the LDC must be maintained at all public road
intersections including those with driveways. Structures are prohibited in the
rights -of -way except as permitted by the City Engineer in accordance with the
LDC.
2/20/2012 13 of IS ARTICLE 3
Section 3.08 OWNER/DEVELOPER CONTROL DURING
CONSTRUCTION
The Owner /Developer shall be required during the entire construction period to
control, regulate, and maintain the development in such a manner as to prevent
the accumulation of trash and debris, resulting from the Owner's/Developer's
construction activities, on both the site and adjacent public and private property,
which would detract from the enjoyment and pleasure in the natural scenic beauty
of the City, and, in turn, injuriously affect the economic well -being of the public.
The use of residential lots in nearby developments or Substantially Completed
phases of the same development, under the ownership and control of said
Owner/Developer, for the bulk storage of construction materials substantially
unrelated to the development of those residential lots is prohibited. A
development shall be deemed to be Substantially Completed when 70% of the
planned units are completed and ready for occupancy, or are actually occupied.
Section 3.09 EROSION CONTROL
All development shall follow erosion control methods as described in this section,
FDOT Design Standards, and FDEP Stormwater, Erosion and Sediment Control
Program and Manual.
Seeding, mulching, sodding, and /or other acceptable methods shall be used to
prevent erosion during all construction activities per requirements as specified in
the LDC.
The Owner/Developer of commercial and residential lots shall be required to
maintain curbs and gutters free of accumulations of sand and earth. Temporary
siltation basins may be required during construction. Maintenance shall be
provided by the Owner/Developer for the 2 year period of the maintenance period
and for each lot until final inspection is passed. All actions to prevent erosion or
pollution shall be done in accordance with this Manual.
3.09.01 Stormwater Pollution Prevention Plan (SWPPP)
If required by the City Engineer, the SWPPP, details, and calculations shall
document all the measures necessary to limit the transport of sediments outside
the limits of the project to the volume and amount that existed prior to the
commencement of construction. This condition shall be satisfied for both the total
anticipated construction period at a minimum and for the 2.3 year frequency, 6
hour duration storm event. Provisions must be made to preserve the integrity and
capacity of check weirs, sediment basins, slope drains, grading patterns, etc.
required to meet this provision throughout the life of the construction. Submittal
of a Stormwater Pollution Prevention Plan shall comply with the requirements of
the FDEP and SJRWMD.
2/20/2012 14 of 18 ARTICLE 3
3.09.02 Stockpiling Material
No excavated material shall be stockpiled in such a manner that directs runoff
directly off the project site or into any adjacent water body or stormwater
collection system. No building construction or landscaping materials shall be
stored within public rights -of -way or on the streets.
3.09.03 Exposed Area Limitation
The surface area of open, raw, erodible soil exposed by clearing and grubbing
operations or excavation and filling operations shall not exceed 10 acres. This
requirement may be waived for large projects with an erosion control plan, which
demonstrates that opening of additional areas will not significantly affect off -site
deposit of sediments.
3.09.04 Inlet Protection
Inlets and catch basins shall be protected from sediment laden storm runoff until
the completion of all construction operations that may contribute sediment to the
inlet.
3.09.05 Temporary Seeding
Areas opened by construction operations that are not anticipated to be dressed and
receive final grassing treatment within 30 days shall be seeded with a quick
growing grass species which will provide an early cover during the season in
which it is planted, and will not later compete with the permanent grassing. The
rate of seeding shall be a minimum of 30 lb per acre.
3.09.06 Temporary Seeding and Mulching
Slopes steeper than 6:1 that fall within the category established in 3.09.05 above,
shall be mulched using a minimum of 2 inches, loosely measured, mulch material,
cut into the soil of the seeded area to a total depth of 4 inches.
3.09.07 Temporary Grassing
The seeded or seeded and mulched area(s) shall be rolled and watered as required
to assure optimum growing conditions for the establishment of a good grass
cover.
3.09.08 Temporary Re rg assing
If, after 14 days, the temporary grassed areas have not attained a minimum of
75% good grass cover, the area will be reworked sufficiently to establish the
desired vegetative cover.
2/20/2012 15 of 18 ARTICLE 3
3.09.09 Maintenance
All features of the project designed and constructed to prevent erosion and
sediment shall be maintained during the life of the construction so as to function
as they were originally designed and constructed.
3.09.10 Permanent Erosion Control
The erosion control facilities of the project shall be designed to minimize the
impact on off -site facilities. All stormwater discharge from the project limits shall
be routed through detention basins to trap suspended sediments. Discharge
facilities from these basins shall be provided with a skimming device to trap
floatable debris.
3.09.11 Permanent Seeding
All areas which have been disturbed by construction shall, as a minimum, be
fertilized and seeded. The fertilizer shall be of 12 -8 -8 proportions and shall be
uniformly spread at a rate of 400 -500 lb per acre and mixed with the soil to a
uniform depth of 4 inches. Included with the fertilizing operation will be the
application of amendments, if necessary, such as dolomitic limestone of
aluminum sulfate to correct the pH factor to within the limits of 6.0 -7.0. The grass
seed shall be uniformly spread at the rate of 100 lb per acre while the soil is moist.
The grass seed mixture shall be of 20 parts bermuda and 80 parts bahia, with the
addition of 30 parts rye in the winter season.
3.09.12 Permanent Seeding and Mulching
In addition to the minimum requirements of 3.09.11 above, slopes of from 6:1 to
4:1 inclusive shall be mulched using a 2 inches, loosely measured, mulch material
cut into the soil of the seeded area to a total depth of 4 inches.
3.09.13 Permanent Sodding
All retention/detention basins shall be solid sodded within their limits. All
exposed areas within public rights -of -way shall be solid sodded. Other areas with
slopes steeper than 4:1 shall be solid sodded.
3.09.14 Strip Sodding
Strip sod shall be placed adjacent to all curbs, walks and pavements to the
dimensions indicated in the Typical Cross - section provided in the approved plans.
3.09.15 Regrassing
All grassed areas shall be maintained to assure a good stand and sufficient ground
cover to minimize erosion. If, after 60 days, an adequate ground cover has not
been established, the area will be regrassed.
2/20/2012 16 of 18 ARTICLE 3
3.09.16 Additional Fertilization
Grassed areas not accepted within 90 days of their completion shall be refertilized
at an application rate of 250 lb per acre.
Section 3.10 PHASED DEVELOPMENT
Each phase of any development shall be capable of standing on its own as if
subsequent areas planned for development are not developed.
Residential Developers and Builders shall follow the erosion and sediment control
principles and practices above and the following during construction on individual
lots:
A) Silt fences /barriers shall be installed on lot lines adjacent to pond, natural,
and conservation areas to minimize erosion. Silt fences /barriers shall also
be installed as needed to prevent erosion /flooding of adjacent built -out lots
and streets.
B) During construction, streets shall be kept free of excessive dirt and
construction debris. Hay bales, sand bags or other approved erosion and
sediment control devices shall be installed and maintained at stormwater
inlets. Streets shall not be used for storage of construction materials.
Containers shall be provided for holding trash and construction debris.
C) Prior to final acceptance, erosion and sediment control provisions (sodding
and seeding /mulching) on adjacent vacant lots shall be restored. Erosion
and sediment control precautions shall be taken where erosion and/or
washouts can be anticipated, particularly along side lot lines. All
construction debris and excess dirt shall be removed from adjacent vacant
lots (including those across the street).
Section 3.11 TRAFFIC CONTROL DURING: CONSTRUCTION
The Owner /Developer shall prohibit public traffic from using newly constructed
roadways until they are accepted and approved to be opened by the City Engineer
or his Designee. Barricades and other safety devices shall remain in place until
such time as deemed appropriate to remove them, or until such time as the hazard
to health and safety of the general public has been reduced to minimal acceptable
standards.
The Owner /Developer shall be required to provide work zone traffic control
during construction within the public rights -of -way until approval is given by the
City Engineer or his Designee to remove the controls as established in accordance
with the MUTCD.
2/20/2012 17 of 18 ARTICLE 3
Section 3.12 TRAFFIC SIGNAL PRE - EMPTION SYSTEM
All traffic signals shall be equipped with an Opticom Traffic Signal Pre - Emption
System. The system shall be usable by an emergency vehicle approaching from
all intersection directions. Before installation, the system plans shall be reviewed
and approved by the City of Ocoee Fire Rescue Department and Orange County's
Traffic Engineering.
2/20/2012 18 of 18 ARTICLE 3
11R TICLE
Index 4.01
4.02
4.03
4.04
4.05
4.06
4.07
4.08
4.09
Y J
GENERAL
DEFINITIONS
EXCLUSIONS
GENERAL REGULATIONS
RESTORATION AND MAINTENANCE
UTILITY ACCOMMODATION
INSPECTION
OPERATIONAL SAFETY
EXISTING USES
13.%( K T . o T,- k131,F or Co\ I F, N' I S
Section 4.01 GENERAL
The purpose of this ARTICLE, in the interest of public health, safety and welfare of
the citizens and inhabitants of the City of Ocoee, Florida, is to control, by the
issuance of Right -of -Way Utilization Permits, the utilization of the public rights -
of -way and public easements lying within the City of Ocoee. It is the intent of
this ARTICLE to promote good engineering practices which will assure the
maximum utilization of the public rights -of -way and public easements by all the
citizens, with the lowest life cycle cost to all due safety, operation and
maintenance. Right -of -way Utilization Permits shall be obtained as prescribed in
the City of Ocoee Code of Ordinances. All activities within the jurisdiction of
this Manual shall be reported to all Utilities in the area at least 48 hours prior to
commencement. Permits from other entities may be required in addition to the
City permit.
Section 4.02 DEFINITIONS
The term "right -of -way" and the term `'easement" as used in this ARTICLE, unless
otherwise designated, shall be deemed public rights -of -way and public easements.
Section 4.03 EXCLUSIONS
All construction and maintenance performed within the public rights -of -way and
public easements lying within the City of Ocoee, Florida, unless specifically
exempt, are within the purview of this ARTICLE, regardless of size or extent.
Exclusion from any part in this ARTICLE does not provide exclusion (applicability
of) of any other provisions.
2/20/2012 1 of 9 ARTICLE 4
Section 4.04 GENERAL REGULATIONS
Pre - application meetings are recommended and pre- Construction conferences are
mandatory between the Owner/Developer, their Engineer, all utilities, and the
City Staff when City facilities or improvements to be dedicated to the City are
involved.
In all cases, full consideration shall be given to sound engineering principles and
economic factors. Final determination of the types of facilities permitted shall be
based on a cost/benefit analysis of the feasible alternatives. Consideration shall
be given to aesthetics by all right -of -way users avoiding unnecessary
appurtenances.
All construction and maintenance shall be performed with proper shoring,
barricades, and maintenance of traffic signage in accordance with the MUTCD,
the regulations of the Florida Industrial Safety Board, and the FDOT Safety
Manual. All street closures will be restricted to the limits of rights -of -way with
necessary traffic control devices and markings. A Right -of -Way Utilization
Permit shall be required.
Shoring shall be required where necessary to protect existing pavement, and must
be properly protected and removed.
All side drains, side ditches and storm sewers shall be referenced as to grade and
location prior to construction.
Where direct burial of utilities is not required, only single -pole support systems
shall be permitted within the rights -of -way. Any exception must be amply
justified and approved by the City Engineer. Where it is necessary to place aerial
crossings which may interfere with traffic, careful planning of work with regard
to the safety of vehicular traffic is mandatory. No temporary supports shall be
allowed closer than the minimum clearance unless they are incorporated with a
suitable barrier system. Such temporary construction shall be completed in the
minimum time possible as approved in the Permit.
Where feasible, all longitudinal underground facilities shall be placed outside of
the pavement of main - traveled lanes. Where encasement is used, the encasement
pipe shall have strength equal to or exceeding the carrier pipe. Encasement shall
be in accordance with ARTICLE 26 of this Manual. PVC pipe used in roadway
crossings for use as non - pressure conduit intended for direct burial, or concrete
encasement, unless otherwise specified, shall have a minimum pipe stiffness of
120 psi at a deflection of 0.2 inch, when tested in accordance with ASTM D-
2412. Casing shall normally be required for paved roadway crossings of
underground utilities where the carrier is of insufficient strength due to
composition or depth of cover in accordance with this Manual.
2/20/2012 2 of 9 ARTICLE 4
All gas piping to be maintained by public and private utilities must comply with
the Federal Standards as listed in the Florida Public Service Commission Rule 25-
12.05, as amended by Order No. 5221, with any subsequent modifications thereto.
All jack and bore crossings shall be a continuous operation at each location at the
proper location and depth. Any deviation from the above will be sufficient
grounds for work stoppage, plugging the line with concrete, and replacing the line
at the proper location. All operations shall be in accordance with ARTICLE 26 of
this Manual.
Open cutting of existing roadway pavement shall generally not be allowed, but
may be considered under one or more of the following conditions upon the City
Engineer's approval:
A) Subsurface obstructions.
B) Limited space for jacking pits.
C) Condition of roadway surface, including imminent resurfacing and
rebuilding.
D) Where facility design prohibits.
E) Extreme economic hardship.
In any analysis of a request for open cutting, primary consideration shall be given
to the safety and convenience of the public. Permitted open cuts shall be in
accordance with the Typical City Details attached as part of this Manual. The
City Engineer will consider use of other methods where conditions warrant.
Where an open cut is considered, a smooth all- weather surface must be provided
and maintained all times. Permanent replacements of the temporary patch shall
be made within 5 days of completion of the crossing. Proper repairs of open cuts
shall be in accordance with this Manual.
The City shall establish control of access based upon location, geometric design,
and traffic operations controls (in accordance with this Manual), all of which shall
encourage safe and efficient operations, as well as provide suitable and sufficient
access.
Any construction and maintenance performed within the rights -of -way and public
easements of the City that encroach or affect in any way a primary drainage canal,
lake, drain well, and /or drainage easement or right -of -way under the jurisdiction
of Orange County shall also obtain a Right -of -Way Utilization Permit from the
County complying with the existing ordinances of Orange County, Florida and its
Right -of -Way Utilization Regulations.
2/20/2012 3 of 9 ARTICLE 4
Section 4.05 RESTORATION AND MAINTENANCE
All public rights -of -way and public easements shall be restored to their original
condition or better, in keeping with this Manual, and in a manner satisfactory to
the City Engineer.
All excavated material in excess of the quantity required for backfill, and
unusable material shall be disposed of at the Permitee's expense, and not placed
within the limits of the public right -of -way or easement unless so directed by the
City Engineer or his Designee.
At such locations where City signs and reflectors will interfere with proposed
construction, the Permitee or their Consultant shall notify the City 48 hours in
advance of starting work. All signs and reflectors will be removed or relocated
only by City forces. Any signs or reflectors damaged, destroyed, removed, or
relocated shall be replaced at the expense of the Permitee. No private signs of any
type shall be permitted within the right -of -way.
Sodding operations are to begin as soon as fine grading and weather conditions
permit, as directed by the City. Any private yards or part of the right -of -way in
front of private property that has a grass mat shall be resodded with like sod.
All debris shall be removed and properly disposed of by the Permitee at the
Permitee's expense. Dust control shall be mandatory.
All vegetation shall be provided the maximum protection as required by the LDC.
The indiscriminate cutting of trees or disfiguring of any feature of scenic value,
including methods such as herbicide treatment, shall not be permitted. Trees
and /or shrubs destroyed during construction are subject to replacement at the
Permitee's expense as directed by the City. The necessary trimming or cutting of
trees by utility companies, in the interest of public safety or continuity of utility
service, shall not be considered indiscriminate where such utilities cannot bypass
the obstruction without violating the clear roadside policy. This shall not be
construed to mean that existing pole lines must be relocated to comply with the
above. City tree removal permits shall be obtained from the City Building
Department.
All landscaping within public rights -of -way and public easements shall comply
with the following provisions:
A) The City Engineer or his Designee may request line of sight calculations
and details to determine the permissibility of various landscaping and
signage in areas of ingress and egress per the requirements of this Manual.
2/20/2012 4 of 9 ARTICLE 4
B) In order for the City to allow the non -City installation of right -of -way or
easement landscaping, a statement in writing as to who will be responsible
for the maintenance of the project including watering, fertilizing, pruning,
etc., shall be required. This statement shall come from the adjacent
property Owner /Developer, the appropriate homeowners association, or
civic organization.
C) The Permitee shall not hold the City responsible for any damage to the
plants during subsequent right -of -way construction.
D) Landscaping within State and County rights -of -way within the limits of
the City of Ocoee shall comply with Orange County or FDOT highway
beautification and planting regulations and the City of Ocoee
requirements.
E) Plants between 2 and 7 feet above the ground, in a median island within
100 feet of a crossover nose, shall provide a clear drivels sight distance.
Conditions may require the above 100 foot length to be extended for
safety considerations.
F) A 4 foot mowing strip shall be maintained between the plants and the curb
or sidewalks /bikepaths. If plants are desired in this mowing strip they
shall be kept under 24 inches.
G) No rock boulders, utility facilities, stationary signs, or above ground
monuments shall be allowed in the medians.
H) Persons and equipment maintaining the project are to carry out their work
in such a manner as not to obstruct vision or traffic flow.
I) Plantings shall be maintained at all times to prevent being a hazard in the
safe operation of a vehicle, which includes the sight distance of drivers.
J) Trees planted within the right -of -way on high speed (50 MPH and above)
and high volume roadways shall be 30 feet from the edge of the pavement
or at the right -of -way line. Each location will be reviewed for any special
requirements by the City.
K) Sprinkler heads and irrigation systems installed adjacent to public
roadways and sidewalks shall be designed to insure public safety and shall
not spray water over or on the roadway or sidewalk area. They shall not
be operated during high pedestrian or vehicular travel times. On non -
curbed streets, the sprinkler heads shall be located adjacent to the right -of-
way line or on private property to prevent damage from any vehicles,
parked or otherwise.
2/20/2012 5 of 9 ARTICLE 4
Section 4.06 UTILITY ACCOMMODATION
4.06.01 General
The placement of utilities within the public rights -of -way and public easements
shall be placed in accordance with all applicable Codes, and current industry
standards. All accommodations within the FDOT maintained right -of -way shall
be in accordance with FDOT's Utility Accommodation Guide. All
accommodations within the Orange County maintained roadways shall be in
accordance with Orange County regulations. All other installations within the
City maintained roadways shall be in accordance with this Manual.
As far as mechanically possible, the accommodations shall be followed for public
right -of -way and public easement utilization within the City with the exception
above.
All utilities are to be installed in accordance with the latest editions of the Federal
Standards, as listed in the Florida Public Service Commission Rule 25.12.05, as
amended by Order No. 5221 issued by the Commission on September 17, 1971,
with any subsequent modifications thereto, the National Electrical Safety Code,
FDOT's Safety Manual, MUTCD, LDC, this Manual, and any City Codes and
Ordinances.
The criteria identified in this ARTICLE shall not be applied to a minor segment of
an existing utility installation in such a manner as to result in misalignment of the
installation or adjustment of the entire installation.
4.06.02 Light and Utility Poles
Light and utility poles shall be at least 18 feet from edge of pavement or at right -
of -way line. Poles are permitted to within 12 feet from edge of pavement,
provided a frangible base is used or if poles are placed behind a barrier. A
minimum distance of 6 feet shall be required from the edge of pavement on
deceleration and acceleration lanes. Where the design permits, a 14 foot clearance
from finished grade shall be used. In curb and gutter sections, poles shall be at the
right -of -way line with 4 foot minimum from face of non - mountable curb to front
of pole. Edge of pavement does not include shoulder pavement.
In exposed areas, frangible or breakaway poles and light standards shall be
considered to the extent practical. Where location is not exposed, consideration
can be given to other type standards. Where feasible and practical, luminaries
shall be attached to existing utility poles which meet offset criteria. For the
purpose of this ARTICLE, frangible base poles will be accepted as bases in
accordance with the FDOT Index Number 9623 (including later revisions),
approved slip -type bases, or aluminum poles with an 8 inch outside diameter and
0.188 inch wall thickness, mounted on cast aluminum flange base, alloy 356 -T6
and 356 -F.
2/20/2012 6 of 9 ARTICLE 4
Projects where the 4 foot minimum offset would place the utility or other
obstruction in substantial conflict with the sidewalk/bikepath or an unreasonable
conflict with requirements of the National Electrical Safety Code would be
created (in the case of power poles), and other alternatives are deemed
impractical, the minimum may be reduced to 2% feet from back of curb. Each
case where this deviation is proposed must be supported on an individual basis
and approved by the City Engineer or his Designee.
4.06.03 Mailboxes and Newspaper Boxes
Non - single family mailboxes, newspaper boxes, etc. shall be placed on private
property or at the right -of -way line where possible. Poles may be located up to
6' /a feet from right -of -way line, provided that they are at least 18 feet from edge of
pavement. In curb and gutter sections, poles shall be at the right -of -way line with
4 foot minimum from face of non - mountable curb to front of pole. Edge of
pavement does not include shoulder pavement. Poles shall not be permitted in
medians, except for temporary construction purposes where incorporated within a
suitable barrier system. Privately owned boxes, etc. are placed at the Owner's
expense and liability, and when in City right -of -way shall be removed /relocated if
directed to do so by the City Engineer.
Single family mailboxes shall be constructed and /or installed in a manner that
does not endanger the public. U.S. Postal regulations shall be considered.
4.06.04 Other Structures
Devices such as signal- strain poles, above ground enclosures, and other items
whose construction and size would cause extensive damage to a vehicle if struck
are to be located according to the standards for utility poles.
4.06.05 Underground Installations
Underground utility installations shall have a minimum vertical clearance of 36-
inches below the top of roadway pavement or top of ground, including ditch
grades.
4.06.06 Aerial Crossin
Aerial crossings shall be in accordance with the National Electrical Safety Code,
and a minimum of 18 feet over roadways and driveways. Crossing shall not
interfere with existing or planned signal installation.
The roadside clearances for above ground utility facilities shall be consistent with
those clearances applicable to other obstacles on the type of highway involved,
reflecting good engineering and economic considerations.
2/20/2012 7 of 9 ARTICLE, 4
4.06.07 Excavation
Where possible, excavation shall not be allowed within 4 feet of the edge of
pavement. This shall necessitate that the utility be placed a sufficient distance
from the pavement. Where this requirement imposes a hardship on the utility due
to a narrow distance between the back of curb and the right -of -way or edge of
sidewalk/bikepath, the utility may place their facilities within 2 feet of the back of
the curb, but only upon approval from the City Engineer or his Designee.
Section 4.07 INSPECTION
The City Engineer or his Designee shall inspect work within the scope of this
Manual to ensure that the rights -of -way are established and/or restored properly.
Upon project completion, a final inspection shall be required. The City's
representatives, together with the representatives of other interested agencies,
shall perform the final inspection. Provide 48 hour prior request, excluding
weekends and holidays, for final inspection.
The job shall be inspected against the provisions of the approved plans and the
City Engineer shall not recommend acceptance until all such provisions are met,
and any required tests are performed and accepted.
The Contractor shall have all materials within the scope of this Manual and the
right -of -way regulations inspected before being laid, concealed or covered.
The Contractor shall inform the City Engineer or his Designee at the time backfill
or any other process which should be monitored is occurring, and provide any
requested reports. The laying and simultaneous covering of power cables,
telephone cables, television cables, and gas mains is allowed outside the
pavement.
Section 4.08 OPERATIONAL SAFETY
The City Engineer may disapprove any curb cut, median opening, or access which
will constitute a public hazard or create excessive conflicts in traffic or pedestrian
flow, or adversely impact the public safety.
The City Engineer or his Designee shall authorize a "stop work" order upon any
Permitee who is committing or creating unsafe acts which may create a public
hazard, or who is not complying with the provisions of the permit and this
ARTICLE. The order shall remain in effect until such time as these matters are
corrected.
The City Engineer or his Designee shall not be held responsible for any damages
as a result of the above actions taken under this ARTICLE.
2/20/2012 8 of 9 ARTICLE 4
Section 4.09 EXISTING USES
Any Owner /Developer of property on which there is a roadway access point
lawfully in existence, but which is determined by the City to present a hazard to
the public safety and welfare due to the location of curb cuts, median openings, or
other matters regulated within this Manual, and which does not comply with this
Manual and /or the LDC shall be required to reconstruct or alter such hazardous
situation at the time of any in od ifications/perm its (use - changes , remodeling,
reconstruction, enlargement, alterations, paving).
Any curb cut made after the date of this publication, which fails to provide for
smooth flow of traffic on and /or off the right -of -way and traveled way, shall be
closed by the City until repaired. The City Engineer or his Designee shall make
such closure upon notification to the property Owner /Developer. The closure
shall be maintained until the condition has been corrected to the satisfaction of the
City Engineer.
2/20/2012 9 Of 9 ARTICLE 4
ARTICLE 5
Index
SITE PREPARATION, SURFACE REMOVAL AND
RESTORATION
5.01 GENERAL DEVELOPMENT STANDARDS
5.02 CLEARING AND GRUBBING
5.03 EROSION CONTROL
5.04 DUST CONTROL
5.05 SURFACE REMOVAL
5.06 RESTORATION
5.07 FINISHED FLOOR ELEVATIONS
BACK TO TABLE OF CONTENTS
Section 5.01 GENERAL DEVELOPMENT STANDARDS
5.01.1 General
All land proposed for development within the City of Ocoee shall be suitable for
the use proposed, shall be adequately served by public facilities and services, and
shall conform to adopted goals, objectives, and policies of the City Commission.
All proposed development shall also be consistent with the adopted
Comprehensive Plan for the City.
5.01.2 Environmental Considerations
Development shall make advantageous use of natural topography and preserve
mature trees wherever possible. Special development stipulations may be placed
on areas with low and very low potential soils, areas within the 100 year flood
plain, wetlands, and other unique environments. Because most environmental
problems are site specific, conditions and proposals will be evaluated with permit
reviews.
Section 5.02 CLEARING AND GRUBBING
Clearing and grubbing of property shall conform to ARTICLE 7 of this Manual.
Section 5.03 EROSION CONTROL
All commercial and residential Developers and Builders shall follow erosion
control methods as described in Section 3.09 of this Manual. Erosion Control
measures shall comply with the City of Ocoee criteria described in Section 3.09,
FDOT Design Standards, and FDEP Stormwater, Erosion and Sediment Control
Program and Manual
2/20/2012 1 of 3 ARTICLE 5
Section 5.04 DUST CONTROL
Contractor shall control dust resulting from clearing and grubbing operations to
prevent nuisance to adjacent property Owners and the general public.
Section 5.05 SURFACE REMOVAL
Section
Section
Along the proposed pipe lines, as indicated on the plans, the Contractor shall
remove the surface materials only to such widths as will permit a trench to be
excavated, affording sufficient room for proper efficiency and construction. All
applicable City regulations shall be followed under the guides of this Manual and
FDOT Standards. Where sidewalks, driveways, pavements and curb and gutter
are encountered, caution shall be taken to protect against fracture or disturbance
beyond reasonable working limits. All fractured, broken or disturbed surfaces
shall be restored to their original condition prior to completion of the work.
5.06 RESTORATION
Restoration of all surfaces including road subbase, soil cement, limerock base,
asphaltic concrete surface, Portland cement concrete pavement, driveways,
sidewalks and concrete curbs shall be in strict accordance with this Manual. All
grassing, sodding and mulching shall be done as specified in ARTICLE 21 of this
Manual. In addition, Contractor shall restore all storm drains, culverts, inlets and
storm manholes to equal or better condition in accordance with this Manual.
5.07 FINISHED FLOOR ELEVATIONS
Lots and building sites shall be graded to permit construction utilizing a first floor
elevation based on the following:
A) At least 2 feet above the 100 year flood plain elevation.
B) If a lot or site is reasonably level, or slopes toward a street, the minimum
finished floor elevation shall not be less than 18 inches above the highest
crown of that portion of the adjacent street, or right -of -way upon which
the structure fronts. This applies to grading classified as Type A or B.
C) If a lot or site slopes away from a street or road with continuous slope to
the rear, the finished floor elevation of any structure shall be at least 1 foot
above the finished elevations at the side lot lines nearest the front corners
of the dwelling. This requirement applies to grading classified as Type C.
D) In addition to the conditions of paragraphs A, B, and C above, the finished
floor elevation shall be a minimum of 6 inches above the rim elevation of
the nearest downstream gravity sewer manhole serving the lot.
2/20/2012 2 of 3 ARTICLI, 5
E) It is the intent of the City that lots and building sites provide the necessary
finished floor elevation without excessive filling of land. Specific grading
plans with proposed finished floor elevations and grading shall be
submitted for review and approval of the Public Works Department.
When a subdivision lot grading plan has been prepared and approved,
specified finished floor elevations and grading types shall be observed.
Finished floor elevation shall not deviate below that specified in the
grading plan, but may be increased up to 6 inches above that specified
without approval. Justification shall be provided for raising finished floor
elevation more than 6 inches above that specified. An approved plan that
specifies individual elevations shall supersede the requirements of (B) and
(C) above and this paragraph.
F) Swales shall be constructed to carry runoff along side lot lines without
allowing unintended runoff to adjacent lots. Grading shall minimize the
impact of runoff onto other lots when intended by Type B and C grading.
Use of stem wall construction, retaining walls or other techniques shall be
considered to improve drainage and aesthetics. Areas adjacent to
structures or paved surfaces shall be graded to drain away from structures
and pavement. Ponding shall be prevented.
G) All slopes of 4:1 or greater shall be sodded. Sodded slopes shall not
exceed 4:1 without approval. Where lots adjoin ponds, natural,
conservation, or common areas, the lot line elevation specified on the
subdivision plans (or natural elevation) shall be maintained and the lot
graded at a slope not to exceed 4:1.
2/20/2012 3 of 3 ARTICLE 5
AR TICL E 6
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Index 6.01
GENERAL
6.02
SOIL BORINGS AND SUBSURFACE INVESTIGATIONS
6.03
EXISTING UTILITIES
6.04
MATERIALS
6.05
SHEETING AND BRACING IN EXCAVATIONS
6.06
DEWATERING, DRAINAGE AND FLOTATION
6.07
EXCAVATION
6.08
BEDDING AND BACKFILL
6.09
COMPACTION
6.10
GRADING
6.11
MAINTENANCE
6.12
INSPECTION AND QUALITY ASSURANCE
Section 6.01 GENERAL
This ARTICLE covers excavation, backfill, fill and grading associated with utility
trench and structural construction. The Contractor shall furnish all labor,
materials, equipment and incidentals necessary to perform all excavation, backfill,
fill, compaction, grading and slope protection required to complete the work
shown on the Drawings and specified herein. The work shall include, but not
necessarily be limited to: pump stations, manholes, vaults, conduits, pipes,
roadways and paving; all backfilling, fill and required borrow; grading; disposal
of surplus and unsuitable materials; and all related work such as sheeting, bracing
and water handling.
Section 6.02 SOIL BORINGS AND SUBSURFACE INVESTIGATIONS
The Contractor shall examine the site and undertake subsurface investigations,
including soil borings, before commencing the work. The City will not be
responsible for presumed or existing soil conditions in the work area.
Section 6.03 EXISTING UTILITIES
The Contractor shall locate existing utilities in the areas of work prior to starting
construction activities. If utilities are to remain in place, the Contractor shall
provide adequate means of protection during earthwork operations. Should
uncharted or incorrectly charted piping o
excavation, the Contractor shall consult
immediately for directions. Payment for
utilities is the Contractor's responsibility.
r other utilities be encountered during
the Owner of such piping or utility
damage and repair to such piping or
2/20/2012 1 of I I ARTICLE 6
The City shall not be responsible for uncharted or incorrectly charted water and
wastewater mains or other utilities. It is the Contractor's responsibility to ensure
that such facilities exist at the presumed point prior to commencing construction.
Section 6.04 MATERIALS
6.04.01 General
Materials for use as bedding and backfill shall be as described under this Section.
The Contractor shall, upon request by the City, make an appropriate sample of
this material available for testing by the City or its designated representative.
6.04.02 Structural Fill
Materials for structural fill shall be bedding rock or select common fill as
specified herein or other suitable material as approved by the City.
6.04.03 Common Fill
Common fill shall consist of mineral soil, substantially free of clay, organic
material, loam, wood, trash and other objectionable material which may be
compressible or which cannot be compacted properly. Common fill shall not
contain stones larger than 6 inches in any dimension, asphalt, broken concrete,
masonry, rubble, or other similar materials. It shall have physical properties such
that it can be readily spread and compacted during filling. Additionally, common
fill shall be no more than 12% by weight finer than the No. 200 mesh sieve unless
finer material is approved for use in a specific location by the City.
Material falling within the above Specifications, encountered during the
excavation, may be stored in segregated stockpiles for reuse. All material which
in the opinion of the City is not suitable for reuse, shall be spoiled as specified
herein for disposal of unsuitable materials.
6.04.04 Select Common Fill
Select common fill shall be as specified above from common fill, except that the
material shall contain no stones larger then 1 %2 inches in largest dimension, and
shall be no more than 5% by weight finer than the No. 200 mesh sieve.
6.04.05 Bedding Rock
Bedding rock shall be 3 /16 inch to 3 /4 inch washed and graded stone (FDOT #57).
This stone shall be graded so that 90% to 100% will pass a 3 /4 inch screen and
95% to 100% will be retained on a No. 8 screen. No stones larger then 1 inch in
any dimension shall be accepted.
2/20/2012 2 of 11 ARTICLE 6
"Influence area" shall be considered the area within lines sloped downward at 45'
from the outer edges of paving, foundations, and utility lines.
2/20/2012 3 of I I ARTICLE 6
Table 6-1
Ty pe of Fill
Usag
Com
Trenched Pipe
1)
Foundation,
Beneath piping
6"
98
Bedding, and Haunchin
2)
Trenched Pipe Cover
Over and/or around piping
6"
98
3)
Utilities Trench Backfill
"Influence area" beneath other piping
8"
98
or utility lines
"Influence area" beneathrigid paving
6"
98
and railroad tracks
"Influence area" beneath
9 „
98
non -rigid paving
Adjacent to or under
9 „
98
structures
4)
Structural Fill
All locations under minor
8"
98
structures (manhole, etc.)
Below concrete slabbedding,
5)
Granular Fill
foundations, rigid paving, and
8"
98
excavated areas adjacent to structures
6)
Structural Backfill
(See Trench Backfill)
7)
General Site Grading
Fill in other locations
12"
92
not covered herein
Topsoil Placement
12"
92
"Influence area" shall be considered the area within lines sloped downward at 45'
from the outer edges of paving, foundations, and utility lines.
2/20/2012 3 of I I ARTICLE 6
Section 6.05 SHEETING AND BRACING IN EXCAVATIONS
6.05.01 General
If required to support the sides of excavations, to prevent any movement which
could in any way diminish the width of the excavation below that necessary for
proper construction and to protect adjacent structures, existing piping and /or
foundation material from disturbance, undermining or other damage, the
CONTRACTOR shall construct and maintain sheeting and bracing. Care shall be
taken to prevent voids outside of the sheeting, but if voids are formed, they shall
be immediately filled and rammed.
6.05.02 Miscellaneous Requirements
For trench sheeting for pipes, no sheeting is to be withdrawn if driven below mid -
diameter of any pipe and no wood sheeting shall be cut off at a level lower than
one foot above the top of any pipe unless otherwise directed by the TWA. If,
during the progress of the WORK, the TWA decides that additional wood
sheeting should be left in place, it may direct the CONTRACTOR to do so. If
steel sheeting is used for trench sheeting, removal shall be as specified above,
unless written approval is given by the TWA for an alternate method of removal.
All sheeting and bracing not left in place shall be carefully removed in such a
manner as not to endanger the construction of other structures, utilities, existing
piping or property. Unless otherwise approved or indicated on the Drawings or in
the Specifications, all sheeting and bracing shall be removed after completion of
the substructure. All voids left or caused by withdrawal of sheeting shall be
immediately refilled with. sand by ramming with tools specially adapted to that
purpose, by watering or otherwise as may be directed.
The right of the TWA to order sheeting and bracing left in place shall not be
construed as creating an obligation on its part to issue such orders, and its failure
to exercise its right to do so shall not relieve the CONTRACTOR from liability
for damages to persons or property occurring from or upon the work occasioned
by negligence or otherwise, growing out of a failure on the part of the
CONTRACTOR to leave in place sufficient sheeting and bracing to prevent any
caving or moving of the ground.
The CONTRACTOR shall construct the sheeting outside the neat lines of the
foundation unless indicated otherwise to the extent he deems it desirable for his
method of operation. Sheeting shall be plumb and securely braced and tied in
position. Sheeting, bracing and cofferdams shall be adequate to withstand all
pressures to which the structure will be subjected. Pumping, bracing and other
work within the cofferdam shall be done in a manner to avoid disturbing any
construction already performed. Any movement or bulging, which may occur,
shall be corrected by the CONTRACTOR at his own expense so as to provide the
necessary clearances and dimensions.
2/20/2012 4 of 11 ARTICLE 6
"Influence area" shall be considered the area within lines sloped downward at 45'
from the outer edges of paving, foundations, and utility lines.
2/20/2012 3 of 11 ARTICLI 6
Table 6-1
Ty pe of Fill
Trenched Pipe
Usag
Com
1)
Foundation,
Beneath piping
6"
98
Bedding, and Haunchin
2)
Trenched Pipe Cover
Over and /or around piping
6"
98
3)
Utilities Trench Backfill
"Influence area" beneath other piping
8"
98
or utility lines
Influence area beneathrigid paving
and railroad tracks
6"
98
Influence area beneath
9 „
98
non -rigid paving
Adjacent to or under
9 „
98
structures
4)
Structural Fill
All locations under minor
8"
98
structures (manhole, etc.)
Below concrete slabbedding,
5)
Granular Fill
foundations, rigid paving, and
8"
98
excavated areas adjacent to structures
6)
Structural Backfill
(See Trench Backfill)
7)
General Site Grading
Fill in other locations
12"
92
not covered herein
Topsoil Placement
12"
92
"Influence area" shall be considered the area within lines sloped downward at 45'
from the outer edges of paving, foundations, and utility lines.
2/20/2012 3 of 11 ARTICLI 6
Section 6.05 SHEETING AND BRACING IN EXCAVATIONS
6.05.01 General
If required to support the sides of excavations, to prevent any movement which
could in any way diminish the width of the excavation below that necessary for
proper construction and to protect adjacent structures, existing piping and /or
foundation material from disturbance, undermining or other damage, the
CONTRACTOR shall construct and maintain sheeting and bracing. Care shall be
taken to prevent voids outside of the sheeting, but if voids are formed, they shall
be immediately filled and rammed.
6.05.02 Miscellaneous Requirements
For trench sheeting for pipes, no sheeting is to be withdrawn if driven below mid -
diameter of any pipe and no wood sheeting shall be cut off at a level lower than
one foot above the top of any pipe unless otherwise directed by the TWA. If,
during the progress of the WORK, the TWA decides that additional wood
sheeting should be left in place, it may direct the CONTRACTOR to do so. If
steel sheeting is used for trench sheeting, removal shall be as specified above,
unless written approval is given by the TWA for an alternate method of removal.
All sheeting and bracing not left in place shall be carefully removed in such a
manner as not to endanger the construction of other structures, utilities, existing
piping or property. Unless otherwise approved or indicated on the Drawings or in
the Specifications, all sheeting and bracing shall be removed after completion of
the substructure. All voids left or caused by withdrawal of sheeting shall be
immediately refilled with. sand by ramming with tools specially adapted to that
purpose, by watering or otherwise as may be directed.
The right of the TWA to order sheeting and bracing left in place shall not be
construed as creating an obligation on its part to issue such orders, and its failure
to exercise its right to do so shall not relieve the CONTRACTOR from liability
for damages to persons or property occurring from or upon the work occasioned
by negligence or otherwise, growing out of a failure on the part of the
CONTRACTOR to leave in place sufficient sheeting and bracing to prevent any
caving or moving of the ground.
The CONTRACTOR shall construct the sheeting outside the neat lines of the
foundation unless indicated otherwise to the extent he deems it desirable for his
method of operation. Sheeting shall be plumb and securely braced and tied in
position. Sheeting, bracing and cofferdams shall be adequate to withstand all
pressures to which the structure will be subjected. Pumping, bracing and other
work within the cofferdam shall be done in a manner to avoid disturbing any
construction already performed. Any movement or bulging, which may occur,
shall be corrected by the CONTRACTOR at his own expense so as to provide the
necessary clearances and dimensions.
2/20/2012 4 of 11 ARTICLE 6
Section 6.06 DEWATERING, DRAINAGE AND FLOTATION
6.06.01 General
The Contractor shall excavate, construct and place all pipelines, concrete work,
fill, and bedding rock, in -the -dry. In addition, the Contractor shall not make the
final 24 inches of excavation until the water level is a minimum of 1 foot below
proposed bottom of excavation. For purposes of these Specifications, "in -the -dry"
is defined to be within 2% of the optimum moisture content of the soil. The City
reserves the right to ask the Contractor to demonstrate that the water level is a
minimum of 1 foot below proposed bottom of excavation before allowing the
construction to proceed.
Discharge water shall be clear with no visible soil particles and must be in
compliance with all Regulatory Agency Requirements. Discharge from
dewatering shall be disposed of in such a manner that it will not interfere with the
normal drainage of the area in which the work is being performed, create a public
nuisance, or form ponding. The operations shall not cause injury to any portion of
the work completed, or in progress, or to the surface of streets, or to private
property. The dewatering operation shall comply with the requirements of
appropriate regulatory agencies. Additionally, where private property will be
involved, advance permission shall be obtained by the Contractor. All dewatering
activities shall comply with the current standards of SJRWMD and FDEP.
6.06.02 Additional Requirements
The Contractor shall, at all times during construction, provide and maintain
proper equipment and facilities to remove promptly and dispose of properly all
water entering excavations, and keep such excavations dry so as to obtain a
satisfactory undisturbed subgrade foundation condition until the fill, structure, or
pipes to be built thereon have been completed to such extent that they will not be
floated or otherwise damaged by allowing water levels to return to natural
elevations.
Dewatering shall at all times be conducted in such a manner as to preserve the
natural undisturbed bearing capacity of the subgrade soils at proposed bottom of
excavation.
It is expected that well points or other engineered dewatering systems will be
required for pre- drainage of the soils prior to final excavation for some of the
deeper in- ground structures, or piping and for maintaining the lowered
groundwater level until construction has been completed to such an extent that the
structure, pipeline or fill will not be floated or otherwise damaged. Well points
shall be surrounded by suitable filter sand and negligible fines shall be removed
by pumping.
The Contractor shall furnish all materials and equipment and perform all work
required to install and maintain the drainage systems for handling groundwater
and surface water encountered during construction of structures, pipelines and
compacted fills.
2/20/2012 5 of I I ARTICLE 6
During backfilling and construction, water levels shall be measured in observation
wells located as directed by the City.
Continuous pumping shall be required as long as water levels are required to be
below natural levels.
Section 6.07 EXCAVATION
6.07.01 General
Excavation consists of removal, storage and disposal of material encountered
when establishing required grade elevations and in accordance with the notes
shown in the Contract Documents. Authorized earth excavation includes removal
and disposal of pavements and other obstructions visible on ground surface,
underground structures and utilities indicated to be demolished and removed, and
other materials encountered that are not classified as rock excavation or
unauthorized excavation. Unauthorized excavation consists of removal of material
beyond the limits needed to establish required grade and subgrade elevations
without specific direction of the City. Unauthorized excavation, as well as
remedial work directed by the City, shall be at the Contractor's expense. Such
remedial work shall be performed as directed by the City.
If requested by the City, when excavation has reached required subgrade
elevations, a Geotechnical /Soils Engineer shall make an inspection of conditions.
If the subgrade is unsuitable, Contractor shall carry excavation deeper and replace
excavated material with select common fill or bedding rock, as directed by the
City.
If the Contractor excavates below grade through error, for convenience, or
through failure to properly dewater the excavation or disturbs the subgrade before
dewatering is sufficiently complete, the Contractor may be directed by the City to
excavate below grade and refill the excavation using select common fill or
bedding rock.
Slope sides of excavations shall comply with Local Codes- and Ordinances, and
with OSHA requirements. Contractor shall shore and brace where sloping is not
possible due to space restrictions or stability of the material excavated. Sides and
slopes shall be maintained in a safe condition until completion of backfilling.
Contractor shall stockpile satisfactory excavated materials at a location approved
by the City until required for backfill or fill. When needed in the work, material
shall be located and graded at the direction of a Geotechnical /Soils Engineer.
Stockpiles shall be placed and graded for proper drainage. All soil materials shall
be located away from the edge of excavations. All surplus and /or unsuitable
excavated material shall be legally disposed of by the Contractor. Any permits
required for the hauling and disposing of this material shall be obtained by the
Contractor prior to commencing hauling operations.
2/20/2012 6 of I I ARTICLE 6
6.07.02 Excavation For Structures
All such excavations shall conform to the elevations and dimensions shown in the
Contract Documents within a tolerance of plus or minus 0.10 foot and extending
a sufficient distance from footings and foundations to permit placing and
removing form work, installation of services and other construction, inspection or
as shown in the Contract Documents . In excavating for footings and foundations,
care shall be exercised not to disturb the bottom of the excavation. Bottoms shall
be trimmed to required lines and grades to leave a solid base to receive concrete.
6.07.03 Trench Excavation
Excavation for all trenches required for the installation of utility pipes shall be
made to the depths indicated in the Contract Documents and in such manner and
to such widths as will give suitable room for laying the pipe within the trenches,
for bracing and supporting, and for pumping and drainage facilities. The bottom
of the excavations shall be firm and dry and in all respects acceptable to the City.
Excavation shall not exceed normal trench width as specified in the Typical City
Details attached as part of this Manual. Any excavation which exceeds the normal
trench width shall require special backfill requirements as determined by the City.
Where pipes are to be laid in bedding rock, select common fill or encased in
concrete, the trench may be excavated by machinery to or just below the
designated subgrade, provided that the material remaining in the bottom of the
trench is no more than slightly disturbed.
Where the pipes are to be laid directly on the trench bottom, the lower part of the
trenches shall not be excavated to grade by machinery. The last of the material
being excavated shall be done manually in such a manner that will give a shaped
bottom, true to grade, so that pipe can be evenly supported on undisturbed
material, as specified in the Typical City Details attached as part of this Manual.
Bell holes shall be made as required.
Section 6.08 BEDDING AND BACKFILL
6.08.01 General
Material placed in fill areas under and around structures and pipelines shall be
deposited within the lines and to the grades shown on the Drawings or as directed
by the City, making due allowance for settlement of the material. Fill shall be
placed only on properly prepared surfaces which have been inspected and
approved by the City. If sufficient select common or common fill material is not
available from excavation on -site, the Contractor shall provide fill as may be
required.
2/20/2012 7 of 1 1 ARTICLE 6
Fill shall be brought up in substantially level lifts starting in the deepest portion of
the fill. The entire surface of the work shall be maintained free from ruts and in
such condition that construction equipment can readily travel over any section.
Fill shall be placed and spread in layers by a backhoe or other approved method,
unless otherwise specified. The Contractor shall assign a sufficient number of
men to this work to insure satisfactory compliance with these requirements.
All fill materials shall be placed and compacted "in- the - dry ". The Contractor shall
dewater excavated areas as required to perform the work and in such manner as to
preserve the undisturbed state of the natural inorganic soils.
Prior to filling, the ground surface shall be prepared by removing vegetation,
debris, unsatisfactory soil materials, obstructions and deleterious materials.
Contractor shall plow strip or break up sloped surfaces steeper than 1 vertical to 4
horizontal so that fill material will bond with the existing surface. When existing
ground surface has a density less than that specified for the particular area
classification, Contractor shall break up the ground surface, pulverize, moisture -
condition to the optimum moisture content and compact to required depth and
percentage of maximum density.
Before compaction, material shall be moistened or aerated as necessary to provide
the optimum moisture content. Material which is too wet shall be spread on the
fill area and permitted to dry, assisted by harrowing if necessary, until the
moisture content is reduced to allowable limits. If added moisture is required,
water shall be applied by sprinkler tanks or other sprinkler systems, which will
insure uniform distribution of the water over the area to be treated and give
complete and accurate control of the amount of water to be used. If too much
water is added, the area shall be permitted to dry before compaction is continued.
The Contractor shall supply all hose, piping, valves, sprinklers, pumps, sprinkler
tanks, hauling equipment and all other materials and equipment necessary to place
water in the fill in the manner specified. Contractor shall compact each layer to
required percentage of maximum dry density or relative dry density in accordance
with this Manual. Backfill or fill material shall not be placed on surfaces that are
muddy, frozen or contain frost or ice. Contractor to Supply all materials and
equipment necessary for proper installation.
6.08.02 Bedding and Backfill For Structures
Bedding rock shall be used for bedding under all structures as specified in the
Latest Typical City Details. The Contractor shall take all precautions necessary to
maintain the bedding in a compacted state and to prevent washing, erosion or
loosening of this bed. Structural fill shall be used as backfill against the exterior
walls of the structures. Fill shall be compacted sufficiently in accordance with
these Specifications. If compaction is by rolling or ramming, material shall be wet
down as required.
2/20/2012 8 Of 1 1 ARTICLE 6
Backfilling shall be carried up evenly on all walls of an individual structure. No
backfill shall be allowed against walls until the walls and their supporting slabs, if
applicable, have attained sufficient strength.
In locations where pipes pass through building walls, the Contractor shall take
precautions to consolidate the fill up to an elevation of at least 1 foot above the
bottom of the pipes. Structural fill in such areas shall be placed for a distance of
not less than 3 feet either side of the center line of the pipe in level layers not
exceeding 8 inches in depth.
The surface of filled areas shall be graded to smooth true lines, strictly
conforming to grades indicated on the Drawings. No soft spots or uncompacted
areas shall be allowed in the work.
Temporary bracing shall be provided as required during construction of all
structures to protect partially completed structures against all construction loads,
hydraulic pressure and earth pressure. The bracing shall be capable of resisting all
loads applied to the walls as a result of backfilling.
6.08.03 Bedding and Backfill For Pipes
Bedding for pipe shall be as shown on the plans and as specified in the Typical
City Details attached as part of this Manual. The Contractor shall take all
precautions necessary to maintain the bedding in a compacted state and to prevent
washing, erosion or loosening of this bed.
Backfilling over and around pipes shall begin as soon as practical after the pipe
has been laid, jointed and inspected as specified in the Typical City Details
attached as part of this Manual
Any space remaining between the pipe and sides of the trench shall be carefully
backfilled and spread by hand or approved mechanical device and thoroughly
compacted with a tamper as fast as placed, up to a level of I foot above the top of
the pipe. The filling shall be carried up evenly on both sides. Compaction shall be
in accordance with this Manual.
The remainder of the trench above the compacted backfill, as just described
above, shall be filled and thoroughly compacted in uniform layers. Compaction
shall be in accordance with this Manual.
2/20/2012 9 of I I ARTICLE 6
Section 6.09 COMPACTION
6.09.01 General
The Contractor shall control soil compaction during construction to provide the
percentage of maximum density specified. The Contractor shall provide the City
copies of all soils testing reports, prepared by a Geotechnical /Soils Engineer,
demonstrating compliance with these Specifications.
When an existing trench bottom has a density less than that specified under these
Specifications, the Contractor shall break up the trench bottom surface, pulverize,
moisture - condition to the optimum moisture content, and compact to required
depth and percentage of maximum density.
6.09.02 Percentage of Maximum Density Requirements
The CONTRACTOR shall control soil compaction during construction to provide
the percentage of maximum density specified. When utility work is conducted
within FDOT right -of -way or other governing municipality, the more stringent
minimum density standards shall apply.
Fill or undisturbed soil from the bottom of the pipe trench to one foot above the
pipe to the finished grade elevation shall be compacted to a minimum density of
98 percent of the maximum dry density as determined by AASHTO T -180 for all
structural areas or right of way or easements with vehicular traffic on top of the
pipe. Other non— structural areas may be compacted to a minimum density of 95%
of maximum dry density as determined by AASHTO T -180.
6.09.03 Compaction Tests
One compaction test location shall be required for each 300 linear feet of pipe and
for every 100 square feet of backfill around structures as a minimum. The City
may determine that more compaction tests are required to certify the installation
depending on field conditions. The locations of compaction tests within the trench
shall be in conformance with the following schedule:
A) One test at the spring line of the pipe.
B) At least one test for each 12 inch layer of backfill within the pipe bedding
zone for pipes 24 inches and larger.
C) One test at an elevation of 1 foot above the top of the pipe.
D) One test for each 2 feet of backfill placed from 1 foot above the top of the
pipe to finished grade elevation.
If, based on the Geotechnical /Soils Engineer testing reports and inspection, fill
which has been placed is below specified density, Contractor shall provide
additional compaction and testing prior to commencing further construction.
2/20/2012 10 of 11 ARTICLE 6
Section 6.10 GRADING
All areas within the limits of construction, including transition areas, shall be
uniformly graded to produce a smooth, uniform surface. Areas adjacent to
structures or paved surfaces shall be graded to drain away from structures and
pavement. Ponding shall be prevented. After grading, the area shall be compacted
to the specified depth and percentage of maximum density.
No grading shall be done in areas where there are existing pipelines that may be
uncovered or damaged until such lines have been relocated.
Section 6.11 MAINTENANCE
Contractor shall protect newly graded areas from traffic and erosion and keep
them free of trash and debris. Contractor shall repair and reestablish grades in
settled, eroded and rutted areas.
Where completed compacted areas are disturbed by subsequent construction
operations or adverse weather, Contractor shall scarify surface and reshape and
compact to required density prior to further construction.
Section 6.12 INSPECTION AND QUALITY ASSURANCE
6.12.01 Inspection
Contractor shall examine the areas and conditions under which excavating, filling
and grading are to be performed, and not proceed with the work until
unsatisfactory conditions have been corrected.
Contractor shall examine existing grade prior to commencement of work and
report to the City if elevations of existing grade vary from elevations shown on
Drawings.
6.12.02 Quality Assurance
All work shall be performed in compliance with applicable requirements of
governing authorities having jurisdiction.
The City shall provide quality control testing during construction to ensure
compliance with these Specifications.
Contractor shall allow the testing service to inspect and approve fill materials and
fill layers before further construction is performed. The Contractor shall be given
copies of all test results. Contractor shall be financially responsible for all failed
and /or substandard material testing.
2/20/2012 11 of I I ARTICLE 6
ARTICLE 7
CLEARING AND GRUBBING
Index 7.01 GENERAL
7.02 CLEARING AND GRUBBING
7.03 DISPOSAL OF UNSUITABLE MATERIALS
BACK TO TABLE OF CONTENTS
Section 7.01 GENERAL
The work covered by this ARTICLE consists of clearing and grubbing and the
proper removal and disposal of the resultant products and debris within the areas
of the rights -of -way, easements, retention areas, and all other construction areas.
Dust control is mandatory. All appropriate permits shall be obtained prior to start
of activity. Existing trees and other vegetation that are designated to remain shall
be protected in accordance with the LDC.
Section 7.02 CLEARING AND GRUBBING
Clearing and grubbing shall consist of the removal and proper disposal of all
timber, brush, stumps, roots, grass, weeds, sawdust, rubbish, buildings, septic
tanks, pipe, foundations, and all other deleterious material resting on or protruding
through the surface of the excavated areas. All wells with no future use shall be
abandoned in accordance with Florida Department of Environmental Protection
and local Water Management District regulations.
In all areas of roadway construction and embankment, trees, stumps, roots, and
other deleterious materials shall be removed to a depth of not less than 2 feet
below the subgrade.
Section 7.03 DISPOSAL OF UNSUITABLE MATERIALS
Unsuitable material shall be the property of the Owner/Developer, and materials
shall be disposed of in accordance with current City, County, State, and Federal
Regulations.
2/20/2012 1 of I ARTICLE 7
A R:1,l CL E, 8
Index 8.01
GENERAL
8.02
EXCAVATION
8.03
UNSUITABLE MATERIAL
8.04
SUITABLE MATERIAL
8.05
DISPOSAL OF EXCESS MATERIAL
8.06
PLACING EMBANKMENT
8.07
SHOULDERS, DITCHES, AND SLOPES
BACK I0 TABLE, OF CON I EN1 ,5
Section 8.01 GENERAL
The work covered by this ARTICLE consists of excavation and embankment
required for roadway, ditches, channel changes and other works.
Unless otherwise provided, this ARTICLE shall include all excavation, shaping,
filling, sloping and finishing necessary for the construction, preparation, and
completion of all embankments, subgrades, shoulders, ditches, slopes, gutters,
intersections, approaches, private entrances, and other works all in accordance
with the required alignment, grade, and cross sections shown on the plans or as
directed, by the City Engineer or his Designee. All earthwork within the City of
Ocoee will comply with FDOT Standard Specifications for Road and Bridge
Construction, most current edition.
Section 8.02 EXCAVATION
While the excavation is being done and until the work is finally accepted, the
Contractor shall take the necessary steps to protect the work to prevent loss of
material from the construction area due to the action of wind or water. During
construction, the area shall be maintained in such condition that it will not
constitute a hazard and shall be well drained at all times.
Section 8.03 UNSUITABLE MATERIAL
Where muck, rock, clay, organic, or other materials within the limits of the
construction area is, in the opinion of the City Engineer, unsuitable, the
Contractor shall excavate to a depth approved by the City Engineer or his
Designee and then backfill with suitable material in an approved manner, shaping
to conform to the required cross section.
Section 8.04 SUITABLE MATERIAL
Suitable material excavated from existing City right -of -way shall be hauled to a
designated location within the City. Location to be designated by City Engineer
2/20/2012 1 of 2 ARTICLE 8
Section 8.05 DISPOSAL OF EXCESS MATERIAL
Excess material shall be disposed of in accordance with current City, County,
State of Florida, and Federal regulations.
Section 8.06 PLACING EMBANKMENT
Embankments shall be constructed of suitable materials placed in successive level
layers not more than 12 inches in thickness, loosely measured, for the full width
and the full length of the embankment, and compacted to a minimum density of
98% of the maximum density value as determined by AASHTO T -180.
Section 8.07 SHOULDERS, DITCHES, AND SLOPES
When the work includes surfacing or paving, the earthwork, including the slopes
and all drainage structures, shall be Substantially Completed before the
construction of the base course and pavement is started.
During the construction of the pavement, a shoulder at least 3 feet wide shall be
maintained in place to properly support the edges of the pavement or curb.
Before final acceptance by the City, the earth shoulders, slopes, and side ditches
shall be completed and shaped to a surface which is within 0.1 foot above or
below the true surface shown on the plans; except that, adjacent to pavement,
curb, or sidewalk/bikepath, the shoulders shall be shaped to match the edge of the
pavement, curb or sidewalk/bikepath. The shoulder line shall not vary more than
0.3 foot horizontally from the true lines shown on the plans.
All earth work within 5 feet of the roadway must be compacted to a minimum
density of 98% of the maximum dry density as determined by AASHTO T -180.
2/20/2012 2 of 2 ARTICLE 8
AI C ~L b,
Index 9.01 DESCRIPTION
9.02 SUBBASE REQUIREMENTS
9.03 STABILIZATION
9.04 CONSTRUCTION
9.05 TESTING
BACK
Section 9.01 DESCRIPTION
Subbase shall be defined as that portion of the roadbed immediately below the
base course or pavement including below the curb and gutter, the limits of which
will ordinarily include those portions of the roadbed shown in the plans. The
limits of the subbase shall be considered to extend outward to 12 inches beyond
the base. On roadways where curbs are utilized, the subbase shall extend to 12
inches beyond the back of curb.
All subbase material installed within the City of Ocoee will comply with the
MOT Standard Specifications for the Road and Bridge Construction, most
current edition.
Section 9.02 SUBBASE REQUIREMENTS
Before the following items are constructed, subbase material is required as
specified:
A) Stabilize top 12 inches to Limerock Bearing Ration (LBR) 40.
B) Compact to a minimum density of 98% of the maximum density
determined by AASHTO T -180 for top 12 inches.
Section 9.03 STABILIZATION
The stabilizing material shall be high bearing value soil, sand -clay, Limerock,
shell, or other material approved by the City Engineer and shall meet the physical
requirements of FDOT.
Section 9.04 CONSTRUCTION
The surface of the subbase shall conform to the lines and grades as defined on the
construction plans to a tolerance of 0.05 foot. If surface exhibits plastic
deformations during compaction, the existing wet material shall be removed and
replaced by dry material. The method of aeration may be used if permitted by the
City Engineer.
Section 9.05 TESTING
Refer to ARTICLE 15 of this Manual for testing and quality control requirements.
2/20/2012 1 of I ARTICLE 9
ARTICLE 10
SOIL CEMENT BASE
Index
10.01 DESCRIPTION
10.02 USE OF SOIL CEMENT APPROVAL
10.03 DESIGN MIX
10.04 MATERIALS
10.05 EQUIPMENT
10.06 CONSTRUCTION METHODS
10.07 OPENING TO TRAFFIC
10.08 MAINTENANCE
10.09 INSPECTION
BACK TO TABLE OF CON'T'ENTS
Section 10.01 DESCRIPTION
The work specified in this ARTICLE shall consist of the construction of a soil
cement base course composed of soil and Portland cement uniformly mixed,
moistened, compacted, finished and cured in accordance with these
Specifications, and shall conform to the lines, grades thicknesses and typical cross
sections shown on the plans.
The base shall be designed to have a minimum in -situ strength of 350 psi. Seven
day laboratory design compressive - strength shall be a minimum of 500 psi for
mixed in -place and 450 psi for plant mixed.
Section 10.02 USE OF SOIL CEMENT APPROVAL
Section
The use of soil cement is generally not permissible and shall not be used without
the City Engineer's permission. The City Engineer shall only consider the use of
soil cement under conditions when normal base material functions may fail due to
field conditions. Additional information supporting the request for and the use of
soil cement may be required.
10.03 DESIGN MIX
10.03.01 Minimum Requirements
Processing of the base shall not be started until the soil cement design mix, which
has been prepared by a registered Geotechnical /Soils Engineer, for the particular
soil has been submitted to and approved by the City Engineer or his Designee.
The following shall be the minimum items included with the mix design
submittal:
A) Cement content.
13) Optimum moisture content.
2/20/2012 1 of 6 ARTICLE 10
C) Minimum and maximum moisture content.
Section
D) Seven laboratory compressive strength.
E) Anticipated 7 day field compressive strength.
F) Method of application and timing (including total time from batching to
completion).
G) Other information as requested.
10.03.02 Notification
Construction of the soil cement base shall not proceed without 72 hour notice to
the Engineering Inspection Division of the City of Ocoee.
10.04 MATERIALS
10.04.01 Portland Cement
Portland Cement shall be Type I or Type I -P and shall comply with the Standard
Specifications for Portland Cement ASTM C -145. Cement which is partially set,
lumpy or caked shall not be used. One cubic foot of Portland Cement shall be
considered to weigh 94 lbs.
10.04.02 Water
Water shall be clean and free from substance deleterious to the hardening of the
soil cement.
10.04.03 Soil
Only soils which have proven themselves to produce a high quality soil cement
base shall be acceptable. New sources of soil cement material must be approved
by the City Engineer prior to use.
10.04.04 Soil Cement Mix Types
Central mixed plant materials:
A) Only a central mixed material from an approved commercial source shall
be acceptable for use as a base material for improvements to be dedicated
to the City of Ocoee.
B) In place mixed materials shall only be an option for an Owner /Developer
on private property or for improvements not being dedicated to the City.
The Owner /Developer shall provide to the City a certification from the
Geotechnical or Project Engineer stating that the results of all testing of
the mixed in place materials are satisfactory.
2/20/2012 2 of 6 ARTICLE 10
Section 10.05 EQUIPMENT
Soil cement may be constructed with any machine, combination of machines or
equipment that will produce the results meeting the requirements for soil
pulverization, cement application, mixing, uniform depth control, water
application, incorporation of materials, compaction, finishing and curing, as
required by these Specifications.
Section 10.06 CONSTRUCTION METHODS
10.06.01 Responsibility
The Contractor is responsible for completing the project in accordance with plans
and Specifications and with experienced competent supervision.
10.06.02 Preparation
Before construction operations are begun, the area to be paved shall be graded and
shaped as required to construct the soil cement base in conformance with the
grades, lines, thicknesses and typical cross section shown on the plans.
Additional soil needed, if any, shall be placed as directed. Unsuitable and /or
yielding soil or material shall be removed and replaced with acceptable soil.
10.06.03 Delivery of Materials
All soil cement deliveries shall be accompanied by a batch time stamped on the
delivery ticket by means of a mechanical time clock. Batch time shall be an
accurate time of concrete batch and delivery truck departure from the batch plant.
10.06.04 Application of Water and Moist Mixing
Immediately after and /or during the mixing of soil and cement, and before
beginning the compaction, the moisture content of the soil cement mixture shall
be determined by the laboratory and, if required, water shall be applied uniformly
in quantities required to obtain proper moisture content. After the final
application of water, mixing shall be continued until the water is distributed
uniformly through the full depth of the mixture.
When water application and mixing has been completed, the percentage of
moisture in the mixture and in unpulverized soil lumps, based on oven -dry
weights, shall not be more than 2 percentage points above the specified optimum
moisture content, and shall not be less than that quantity which will cause the soil
cement mixture to become unstable during compaction and finishing.
2/20/2012 3 of 6 ARTICLE 10
10.06.05 Compaction
Prior to beginning of compaction, the mixture shall be in a loose condition for its
full depth. The loose mixture shall then be uniformly compacted until the entire
depth of the mixture is compacted to a minimum density of 98% of the maximum
density in accordance with AASHTO T -180 as determined in the field on
representative samples of soil cement mixture obtained from the roadway at the
time compaction begins. During the compaction operations, shaping may be
required to obtain the required grades and cross section. The maximum time
allowed between the last moist mixing and compaction shall be 60 minutes.
10.06.06 Finishing
After the mixture has been initially compacted, the surface of the soil cement shall
be shaped to the required lines, grades and cross section. During the shaping
operations, the surface shall be lightly scarified to loosen any imprints left by the
compacting or shaping equipment, when deemed necessary. The resulting surface
shall then be compacted to the specified density with a pneumatic tire roller.
Rolling shall be supplemented by broom - dragging, if required. -
The moisture content of the surface material must be maintained at not less than
its specified optimum moisture content during finishing operations. Surface
compaction and finishing shall be done in such a manner as to produce a smooth,
dense surface, free of surface compaction planes, cracks, ridges or loose material.
Surface - finishing methods may be varied, provided a smooth, dense surface, free
of surface compaction planes is produced. The moisture and density requirements
shall be determined by the methods prescribed in AASHTO T -135.
10.06.07 Surface Requirements (Scalping or Hard - Planing)
After compaction and finishing have been completed, and not later than the
beginning of the next calendar day after the construction of any section of the
base, the surface shall be tested with a template cut to the required crown and /or
with a 15 foot straight edge laid parallel to the centerline. All irregularities
greater than 1 /4 inch shall be immediately corrected with a blade adjusted to the
lightest cut, which will insure a surface that does not contain depressions greater
than '/4 inch under the template or the straight -edge. The material removed shall
be wasted. Additional wetting during and after this final shaping operation shall
be required to keep the base continuously moist.
10.06.08 Prime /Curing
The curing material shall be applied immediately after the completion of finishing
operations. The finished soil cement shall be kept continuously wet until the
curing material is placed. After the soil cement has been finished as specified
herein, it shall be protected against drying for 7 days by the application of
bituminous coating.
Prime and curing materials shall conform to ARTICLE 12 of this Manual.
Covering the application of bituminous materials, including but not limited to:
materials, equipment, cleaning of the base, weather limitations, application of
prime coat and application of tack coat.
2/20/2012 4 of 6 ARTICLE 10
10.06.09 Construction Joints
Prior to the beginning of each day's construction, a straight transverse
construction joint shall be formed by cutting back into the completed work to
form a true vertical face.
10.06.10 Thickness
During various stages of construction, test holes or trenches shall be dug in the
mixture to determine the thickness. After the base is completed test holes shall be
dug or cored at intervals of not more than 300 feet, or at closer intervals if
necessary, and the thickness of the base shall be determined from measurements
made in these test holes.
Where the base is deficient in thickness by more than %2 inch, the area of deficient
base shall be removed and replaced by base of the required thickness, at the
Contractor's expense. Except, at the City Engineer's discretion, such deficient
base thickness may be left in place if the deficiency can be made up in asphaltic
surface course.
Section 10.07 OPENING TO TRAFFIC
The Contractor shall not be permitted to drive heavy equipment over the
completed sections. Light weight pneumatic -tired equipment may be permitted
after the surface has hardened sufficiently to prevent the equipment from marking
the surface and provided the protection and curing specified are not impaired.
Completed section may be opened to light traffic after 24 hours, provided the
surface has hardened sufficiently to prevent marking by traffic and has been
inspected by the City Engineer or his Designee. An application of sand shall only
be done prior to opening to construction traffic.
Section 10.08 MAINTENANCE
The Contractor shall maintain the base to a true and satisfactory surface until the
wearing surface is constructed. Should any repairs or patching be necessary, they
shall extend to the full depth of the base and shall be made in a manner that will
assure restoration of a uniform base course conforming to the requirements of
these Specifications. The bituminous curing coating shall be maintained until the
wearing surface is constructed.
2/20/2012 5 of 6 ARTICLE 10
Section 10.09 INSPECTION
After a minimum of 7 days have elapsed and prior to applying the asphalt wearing
surface, a detailed engineering inspection of the base shall be performed by the
City Engineer or his Designee, Geotechnical /Soils Engineer, and Contractor. This
inspection of the hardened soil cement base is required prior to approval for
paving, to assure that the soil cement base has set -up satisfactorily and that no soft
areas or surface scabs exist which may need repair. Prior to commencing paving
operations, all deficiencies shall be corrected and approved by the City Engineer
or his Designee.
2/20/2012 6 of 6 ARTICLE, 10
ARTICLE 11
LIMEROCK BASE
Index
11.01 GENERAL
11.02 MATERIALS
11.03 EQUIPMENT
11.04 TRANSPORTING LIMEROCK
11.05 SPREADING LIMEROCK
11.06 COMPACTING AND FINISHING BASE
11.07 PRIMEXURING
11.08 TESTING SURFACE
11.09 TESTS
11.10 DEFICIENCIES
11.11 OPENING TO TRAFFIC
11.12 MAINTENANCE
BACK TO TABLE OF CONTENTS
Section
11.01 GENERAL
The work specified in this ARTICLE consists of the construction of a base course
composed of limerock. It shall be constructed on the prepared subgrade in
accordance with these Specifications and in conformity with the lines, grades,
notes, and typical cross sections shown on the plans. Where so shown on the
plans, the base shall be constructed in 2 courses. Where the plans do not specify
double - course base, the base may be constructed in either I or 2 courses.
All limerock base installed within the City of Ocoee will comply with the MOT
Standard Specifications for the Road and Bridge Construction, most current
edition.
Section 11.02 MATERIALS
The material used shall be obtained from a MOT certified mine (pit).
Section 11.03 EQUIPMENT
This work may be performed with any machine, combination of machines, or
equipment that will produce the specified results.
Section 11.04 TRANSPORTING LIMEROCK
The limerock shall be transported to the point where it is to be used over rock
previously placed and dumped on the end of the preceding spread. In no case
shall rock be dumped directly on the subgrade. The Contractor may seek relief
from this requirement when the subgrade is to be adequately stabilized, as
approved by the City Engineer.
2 /20 /2012 1 of 3 ARTICLE 11
Section 11.05 SPRIEADING LIME ROCK
The limerock shall be spread uniformly. All segregated areas of fine or coarse
rock shall be removed and replaced with well - graded rock.
For double- course base, the rock shall be spread in 2 courses, and the thickness of
the first course shall be approximately '/z the total thickness of the finished base,
or enough additional to bear the weight of the construction equipment without
disturbing the subgrade.
Section 11.06 COMPACTING AND FINISHING 13ASF
For double course base, the first course shall be bladed if necessary to secure a
uniform surface, and shall be compacted to the density specified below,
immediately prior to spreading the second course. No other finishing of this
course is required.
After spreading is completed, the entire surface shall be scarified and shaped so as
to produce the exact grade and cross section after compaction. For double course
bases, this scarifying shall extend to a depth sufficient to penetrate slightly the
surface of the first course.
Proper moisture condition shall be maintained uniformly throughout the material
during the compaction operation. The material shall be compacted to a minimum
density of 98% of the maximum density obtainable under AASHTO T -180.
Where the base is being constructed in one course and the specified thickness is
more than 6 inches, the density specified above shall be obtained in both the
bottom half and top half of the base. During final compacting operations, if
blading of any areas is necessary to obtain the true grade and cross section, the
compacting operations for such areas shall be completed prior to making the
density determinations on the finished base.
The surface shall be "hard- planed" with a grader immediately prior to the
application of the prime coat to remove the thin- glazed or cemented surface,
leaving a granular or porous condition that will allow free penetration of the
prime material. The materials planed from the base shall be removed from the
base area.
If, at any time, the subgrade material should become mixed with the base course
material, the Contractor, at their cost shall excavate and remove the mixture,
reshape and compact the subgrade, and replace the materials removed with clean
base material, which shall be shaped and compacted as specified above.
Section 11.07 PRUNI E /CURING
Once limerock has been finished as specified herein, it shall be protected by the
application of a bituminous coating. The bituminous material shall be applied as
soon as possible after the completion of finishing operations. The Prime /Curing
material shall be in accordance with ARTICLE 12 of this Manual.
2/20/2012 2 of 3 ARTICLE 1 I
Section 11.08 TESTING SURFACE
The finished surface of the base course shall be checked with a template cut to the
required cross section and with a 15 foot straight edge laid parallel to the
centerline of the road or other approved testing devices. All irregularities greater
than ±'/4 inch shall be corrected by scarifying and removing or adding rock, as
may be required, after which the entire areas shall be re- compacted as specified
herein. All corrective material and rework is at the contractor's expense.
Section 11.09 TESTS
Testing shall be done in accordance with ARTICLE 15 of this Manual.
Section 11.10 DEFICIENCIES
If deficiencies in the density occur, the base shall be reworked and re- compacted
until the density tests conform to these Specifications. All work to repair said
deficiencies will be at the contractor's expense.
Any deficiencies in thickness of base greater than % inch shall require that the
entire base be reworked to conform to the original line and grade and
specifications as shown on the original plans. Except, at the City Engineer's
discretion, such deficient base thickness may be left in place if the deficiency can
be made up in asphaltic surface course.
Section 11.11 OPENING TO TRAFFIC
The Contractor shall not be permitted to drive heavy equipment over the
completed sections. Light weight pneumatic -tired equipment may be permitted
after the surface has hardened sufficiently to prevent the equipment from marking
the surface and provided the protection and curing specified are not impaired.
Completed section may be opened to light traffic after 24 hours, provided the
surface has hardened sufficiently to prevent marking by traffic and has been
inspected by the City Engineer or his Designee. An application of sand shall only
be done prior to opening to construction traffic.
Section 11.12 MAINTENANCE
The Contractor shall maintain the base to a true and satisfactory surface until the
wearing surface is constructed. Should any repairs or patching be necessary, they
shall extend to the full depth of the base and shall be made in a manner that will
assure restoration of a uniform base course conforming to the requirements of
these Specifications. The bituminous curing coating shall be maintained until the
wearing surface is constructed.
2/20/2012 3 of 3 ARTICLE 11
t 3_.� r' � {� JJ
Index
a' F 1-f'1 r F .^I
12.01 GENERAL
12.02 MATERIALS
12.03 EQUIPINIENT
12.04 CLEANING THE BASE
12.05 WEATHER LIMITATIONS
12.06 APPLICATION OF PRIME COAT
12.07 APPLICATION OF TACK COAT
BACK] OTAIIIIA: OF CON I F\ I'S
Section
Section
12.01 GENERAL
The work specified in this ARTICLE consists of the application of bituminous
material, on a previously prepared base, in accordance with these Specifications
and in conformity with the lines, grades, dimensions, and notes shown on the
plans.
All prime and tack coats installed will comply with the MOT Standard
Specifications for the Road and Bridge Construction, most current edition.
12.02 MATERIALS
The materials used shall be as follows:
12.02.01 Prime Coat
A) Cutback Asphalt, Grade RC -SS -I, SS -IH, Special MS- Emulsion, diluted
at the ratio of 6 parts emulsified asphalt to 4 parts water.
B) Cutback Asphalt, Grade RC -70.
12.02.02 Tack Coat
A) Asphalt Cement, Viscosity Grades AC -20 or AC -30.
B) Emulsified Asphalt, Grade RS -2, SS -1, SS -1H, Special MS- Emulsion,
diluted at the ratio of 6 parts emulsified asphalt to 4 parts water.
For the prime and tack coat, any one of the specified bituminous materials may be
used at the option of the Contractor, unless a specific type and grade is called for
on the plans.
2/20/2012 1 of 3 ARTICLE 12
Section 12.03 EQUIPMENT
This work may be performed with any machine, combination of machines, or
equipment that will produce the specified results.
Section 12.04 CLEANING THE BASE
Before any bituminous material is applied, all loose material, dust, and foreign
material, which might prevent proper bond with existing surface, shall be
removed for the full width of the application. Particular care shall be taken to
clean the outer edges of the strip to be treated in order to insure that the prime or
tack coat will adhere. Where the prime or tack coat is applied adjacent to curb
and gutter or valley gutter, such concrete surfaces are to be protected and kept
free of bituminous materials.
Section 12.05 WEATHER LIMITATIONS
No bituminous material shall be applied when the temperature of the air is less
than 40 F in the shade, or when the weather conditions or the condition of the
existing surface is unsuitable.
Section 12.06 APPLICATION OF PRIME COAT
The surface to be primed shall be clean and free of standing water. For limerock
bases the glazed finish shall be removed, leaving a granular or porous condition
that will allow free penetration of bituminous material. The temperature of the
prime material shall be between 100' F and 150 F. The actual temperature shall
be that which will insure uniform distribution. The material shall be applied by
means of a pressure distributor. The amount of bituminous material applied shall
be not less than 0.10 gallon per square yard for limerock base and not less than
0.15 gallon per square yard for soil cement, or shell base. The amount to be
applied will be dependent on the character of the surface and shall be sufficient to
coat the surface thoroughly and uniformly, with no excess. Where asphaltic
pavement abuts concrete curbing, the vertical abutting edge shall receive a
uniform coating of tack applied so as to avoid puddles, etc.
A light uniform application of clean sand shall be applied prior to opening the
primed base to traffic, in which case the sand shall be rolled with a traffic roller.
If warranted by traffic conditions, the application shall be made only on one -half
of the width of the base at one time, care being taken to secure the correct amount
of bituminous materials at the joint.
The base shall be sufficiently moist in order to obtain maximum penetration of the
asphalt.
2/20/2012 2 of 3 ARTICLE 12
Section 12.07 APPLICATION OF TACK COAT
Where a bituminous surface is to be laid and a tack coat is required, it shall be
applied as herein specified. On newly constructed base courses, the application of
the tack coat, when required, shall follow the application of the prime coat,
immediately prior to placing the wearing surface. In general, a tack coat shall not
be required on primed bases, except in areas which have become excessively dirty
and cannot be cleaned, where the prime has cured and lost bonding effect, or
where the prime coat has worn away. The tack coat shall be applied with a
pressure distributor. The bituminous material shall be heated to a suitable
consistency as designed or as stated in Section 11.06. The bituminous material
shall be applied at the rate between 0.02 gallon and 0.08 gallon per square yard.
The tack coat shall be applied sufficiently in advance of the laying of the wearing
surface to permit drying, but shall not be applied so far in advance or over such an
area as to lose its adhesiveness as a result of being covered with dust or other
foreign material and shall be kept free from traffic until the wearing surface is
laid.
2/20/2012 3 of 3 ARTICLE 12
ARTICLE 13
ASPHALTIC CONCRETE SURFACE COURSE
Index 13.01 GENERAL
13.02 ASPHALTIC CONCRETE MIXES
13.03 MECHANICAL SPREADING and SCREEDING EQUIPMENT
13.04 CONSTRUCTION METHODS
13.05 FINISHED SURFACE REQUIREMENTS
13.06 SUBMITTALS
BACK TO TABLE OF CONTENTS
Section 13.01 GENERAL
The work specified in this ARTICLE consists of the application of asphaltic
concrete surface course. This course shall be composed of a mixture of
aggregates and, if necessary, mineral filler and asphalt cement to produce the
desired stability as hereinafter described, properly laid upon a prepared base in
accordance with these Specifications and in conformity with the lines, grade,
thickness and typical cross section shown on the plans. This work shall include
the conditioning of the existing surface or base. Skid resistant surfaces shall be
installed as required by the City Engineer.
All asphalt pavement installed will comply with the FDOT Standard
Specifications for the Road and Bridge Construction, most current edition.
Section 13.02 ASPHALTIC CONCRETE MIXES
All thicknesses mentioned in these Specifications and /or shown on the project
Drawing shall be an average thickness computed as follows:
The minimum thickness allowed shall be 1 /4 inch less than the required average
thickness. Thickness in excess of '/4 inch of the required average thickness shall
be computed at the design thickness plus 1 /4 inch in computing the average
thickness.
The thickness of the pavement shall be determined from the length of core, at
least 2 inches in diameter, taken at random points on the cross section and along
the roadway. Each core shall represent a section not longer than 250 feet. The
average thickness shall be determined from the measured thicknesses.
If the Contractor believes that the number of cores taken is insufficient to properly
indicate the thickness of the pavement, additional cores can be requested at
locations designated by the Contractor. These and any additional costs shall be
born by the Contractor.
When the deficiency in thickness is in excess of 1 /4 inch, the Contractor shall
correct the deficiency either by replacing the full thickness for a length extending
at least 50 feet from each end of the deficient area, or (when permitted by the City
Engineer or his Designee) by overlaying. Normally an overlay shall not be
permitted in a concrete curb section.
2/20/2012 1 of 4 ARTICLE 13
Asphaltic concrete mixes shall meet the following Specifications when called for
in the plans and specifications:
"
Type S -2 (S -II) * 223/4 " „ 1,000 lb Wearing Course
Type S -3 (S -III)
3/ 4
1 ' /2 „
Type FC -5 Current FDOT (324 °)
Specification
1,500 lb Wearing Course
N/A Friction Course
Type FC -9.5
Refer to FDOT
N/A
Friction Course
Specification
Type FC -12.5
*
Refer to FDOT
N/A
Friction Course
Specification
Type SP -9.5
Current FDOT
1"
N/A
Structural Course
Specification
122'
Type SP -12.5
Current FDOT
1 ' /2 "
N/A
Structural Course
Specification
2'22 "
Type SP -19
Current FDOT
2"
N/A
Structural Course
Specification
3"
Section
* http: / /wvvw. dot. state .fl.us /specificationsoftice /t nip lemented /LAP /Archives /Asphalt /De{au It. shtIll
13.03 MECHANICAL SPREADING and SCREEDING
EQUIPMENT
Bituminous pavers shall be self - contained, self - propelled and steerable. It shall
be equipped with a receiving and disbursing hopper capable of holding a
minimum quantity of 5 cubic yards of bituminous plant mix material permitting a
uniform spreading operation. The hopper shall be equipped with a conveyor
distribution system to place the mixture uniformly in front of the screed.
The paver shall also be equipped with a heated mechanical screed or strike -off
assembly. The screed or strike -off shall be capable of adjustment to regulate the
depth of material spread and shall produce a finished surface of the required
evenness and texture, without tearing, shoving, or gouging the mixture.
2/20/2012 2 of 4 ARTICLE 13
1'/4"
Type S -1 (S -1) * 2 ,/2 „ 1,500 lb Wearing Course
Section 13.04 CONSTRUCTION METHODS
The mixture shall be spread on the designated surface only when the surface
previously prepared is intact, firm, properly cured and dried, and only when the
air temperature in the shade and away from artificial heat is above 40' F and
rising.
The mixture shall be delivered on the road in ample time to permit the spreading,
rolling and surface testing during daylight hours. The temperature of the mixture
at the time of spreading shall be between 260' and 310 F and shall not exceed
340 F at the plant.
Material shall be delivered to the job site with sufficient frequency that the paving
operation can continue without interruption.
Depressions which may develop after the initial rolling shall be remedied by
removing the mixture laid and adding new material to bring such depressions to a
true surface. Such portions of the completed course that are defective in surface
planeness, compaction or composition, or that do not comply with the
requirements of these Specifications shall be removed and replaced with suitable
mixture properly laid in accordance with these Specifications.
Vertical construction joints shall be constructed prior to the commencement of the
ongoing paving operation. All cold joints shall be prepared according to the
FDOT Specifications. The vertical surface of all existing asphaltic concrete
mixes, at cold joints, shall be mopped with an approved liquid bitumen material
so as to provide a water -tight joint at the interface of the two mixes.
Section 13.05 FINISHED SURFACE REQUIREMENTS
For the purpose of testing the finished surface, the Contractor shall provide a 15
foot rolling straight edge (to include a recent certification of calibration) and
standard template cut to the true cross section of the road. These shall be
available at all times during construction so that the City may check the finished
surface. The Contractor shall provide and designate an employee whose duty it is
to use the straight edge and template in checking all rolled surface under the
direction of the City. Vertical measurement from a string line between curbs, to
determined crown, may be accepted as an alternate. The finished surface shall be
such that it will not vary more than 1 /4 inch from the 15 foot rolling straight edge
applied parallel to the centerline of the pavement and shall be of uniform texture
and compaction. The lip of the asphalt shall be higher than the gutter by 1 /4 to %2
inch. The surface shall have no pulled, torn or loosened portions and shall be free
from segregation, sand streaks, sand spots, or ripples. Irregularities of the surface,
exceeding the above requirements, shall be corrected by the Contractor who has
the option of selecting one of the following methods:
A) Removing and Replacing - If correction is made by removing and
replacing the pavement, the removal must be for the full depth of the
course and extend at least 50 feet on either side of the defective area, for
the full width of the paving lane.
2/20/2012 3 of 4 ARTICLE 13
B) Overlaying - If correction is made by overlaying, the overlay shall cover
the length of the defective area and taper uniformly to a feather edge
thickness at a minimum distance of 50 feet on either side of the defective
area. The overlay shall extend full width of the roadway. Care shall be
taken to maintain the specified cross slope. The mix used for the overlay
may be adjusted as necessary for this purpose by the City Engineer.
Overlaying shall not be permitted when the finished pavement surface is a
friction course or abuts concrete curbs.
C) Other Methods - For courses which will not be the final pavement surface,
correction of minor straightedge deficiencies by methods other than
specified above may be approved by the City Engineer.
The City Engineer or his Designee may require in -laid type pavement markings or
alkyd thermoplastic pavement markings at the time of the final course application.
Section 13.06 SUBMITTAL
Prior to the start of the placing of the asphaltic concrete, the job mix formula
prepared by a certified material testing laboratory shall be submitted to and be
approved by the City Engineer or his Designee. All job mix design formulas shall
be current within the last 12 months.
The following items may be required by the City Engineer or his Designee:
A) Plant inspection and calibration check.
B) Aggregate verification.
C) Temperature control and verification.
2/20/2012 4 of 4 ARTICLE 13
ARTICLE 14
Index
Section
Section
PORTLAND CEMENT CONCRETE PAVEMENT
14.01 GENERAL
14.02 SUBGRADE PREPARATION FOR RIGID PAVEMENT
14.03 MATERIALS PROPORTIONING AND CONSTRUCTION FOR
RIGID PAVEMENTS
14.04 EQUIPMENT
14.05 MIXING AND PLACING FOR RIGID PAVEMENT
14.06 FINISHING
14.07 CURING FOR RIGID PAVEMENTS
14.08 JOINTS IN RIGID PAVEMENTS
14.09 FINAL ACCEPTANC FOR RIGID PAVEMENTS
BACK TO TABLE OF CONTENTS
14.01 GENERAL
Rigid pavement consists of constructing a specified Portland Cement Concrete
Paving on a prepared subgrade. The utilities and other items in and beneath the
street must be properly coordinated with the construction of rigid pavement to
avoid all conflicts. The work to be done shall include the furnishing of all
supervision, labor, materials, equipment and incidentals necessary for the
proposed rigid pavement construction in accordance with the approved Drawings
and specifications.
All rigid pavement installed will comply with the FDOT Standard Specifications
for the Road and Bridge Construction, most current edition.
14.02 SUBGRADE PREPARATION FOR RIGID PAVEMENT
14.02.01 General
The bottom of the excavation for the pavement or top of the earth fill will be
known as the pavement subgrade and shall conform to the lines, grade and cross
sections shown on the plans.
Prior to placing the concrete, the subgrade shall be tested for conformity with the
cross section shown on the plans. If necessary, material shall be removed or
added as required to bring all portions of the subgrade to the correct elevation.
Concrete shall not be placed on any portion of the subgrade which has not been
tested for correct elevation. The subgrade shall be cleared of all debris, including
tree roots, stump's, and loose material. If at any time trucks, construction
equipment or slip forming machines cause rutting or displacement of the subgrade
materials, the subgrade shall be reshaped and compacted. The subgrade shall be
in a moist condition at the time the concrete is placed.
2/20/2012 1 of 7 ARTICLE 14
14.02.02 Subgrade Material
The top 6 inches shall be composed of well drained granular soils that are
predominantly sandy, mixed with no more silt or clay than required to obtain a
Florida bearing value of 50 plus or minus 5 and be compacted to a minimum
density of 98% of maximum density in accordance with AASHTO T -180.
Section 14.03 1MATERIALS, PROPORTIONING AND CONSTRUCTION
FOR RIGID PAVEMENTS
The materials and proportioning shall be in accordance with ACI Standard 318,
latest edition. All construction procedures shall be in accordance with FDOT
Standard Specifications for Road and Bridge Construction, latest edition.
14.03.01 Strength _Required
All concrete shall have a minimum compressive strength of 3,000 psi at 28 days.
Conformance to strength requirements shall be determined by ACI Standard 318,
latest edition.
14.03.02 Slump
The mixture shall contain no more water than is necessary to produce concrete
which is workable and plastic. The minimum slump necessary to place the
concrete satisfactorily shall be used. Slumps shall be maintained so as not to
exceed 4% inches for non - vibrated placement nor to exceed 5 inches for vibrated
placement.
The design mix shall be submitted to the City Engineer and Construction Manager
for approval prior to paving.
Section 14.04 EQUIPMENT
14.04.01 Forms
The pavement shall be placed to lines and grades established by the Engineer.
The edges of pavement shall be vertical to the subgrade and forms shall be
sufficient to support mechanical equipment.
14.04.02 Ready Mixed Plants
The plant shall be in accordance with the FDOT Standard Specifications for Road
and Bridge Construction, latest edition. All plants must be DOT certified or
approved by the City Engineer.
2/20/2012 2 of 7 ARTICLE 14
14.04.03 On -Site Central Mix Plants
Section
The plant shall be in accordance with the FDOT Standard Specifications for Road
and Bridge Construction, latest edition. The trucks used to transport the concrete
shall be so constructed to prohibit segregation of the mix. All plants must be
DOT certified or approved by the City Engineer.
14.04.04 Paver
All equipment used in the placement of concrete pavements shall conform to
FDOT Standard Specifications for Road and Bridge Construction, latest edition.
14.05 MIXING AND PLACING FOR RIGID PAVEMENT
14.05.01 General
Concrete pavement shall be constructed on the prepared subgrade in accordance
with these Regulations and in conformity with the lines, grades, thickness, and
typical cross sections shown on the construction plans. Concrete pavement shall
meet the following Minimum thickness requirements.
Marginal Access and Parking 6
Areas
Local Street 8"
Minor Collector Street 8"
Major Collector Street 8"
Marginal Access and Parking 6"
Areas
Minor Street 8"
Collector Street 8"
14.05.02 Transporting Concrete
Concrete may be transported any distance providing it is discharged on the grade
with the slump within the required slump range and meets concrete time limit
requirements. If additional water is required to maintain the specified slump of
concrete transported in the truck mixers, it may be added with the permission of
the City Engineer or his Designee. In this case, a minimum of 25 additional
revolutions of the mixer drum at designed mixing speed shall be required before
discharging of the concrete. All concrete deliveries shall be accompanied by a
batch time stamped on the delivery ticket by means of a mechanical time clock.
Batch time shall be an accurate time of concrete batch and delivery truck
departure from the batch plant.
2/20/2012 3 of 7 ARTICLE 14
14.02.02 Subgrade Material
The top 6 inches shall be composed of well drained granular soils that are
predominantly sandy, mixed with no more silt or clay than required to obtain a
Florida bearing value of 50 plus or minus 5 and be compacted to a minimum
density of 98% of maximum density in accordance with AASHTO T -180.
Section 14.03 MATERIALS PROPORTIONING AND CONSTRUCTION
FOR RIGID PAVEMENTS
The materials and proportioning shall be in accordance with ACI Standard 318,
latest edition. All construction procedures shall be in accordance with FDOT
Standard Specifications for Road and Bridge Construction, latest edition.
14.03.01 Stren h Required
All concrete shall have a minimurn compressive strength of 3,000 psi at 28 days.
Conformance to strength requirements shall be determined by ACI Standard 318,
latest edition.
14.03.02 Slump
The mixture shall contain no more water than is necessary to produce concrete
which is workable and plastic. The minimum slump necessary to place the
concrete satisfactorily shall be used. Slumps shall be maintained so as not to
exceed 4'/2 inches for non- vibrated placement nor to exceed 5 inches for vibrated
placement.
The design mix shall be submitted to the City Engineer and Construction Manager
for approval prior to paving.
Section 14.04 EQUIPMENT
14.04.01 Forms
The pavement shall be placed to lines and grades established by the Engineer.
The edges of pavement shall be vertical to the subgrade and forms shall be
sufficient to support mechanical equipment.
14.04.02 Ready Mixed Plants
The plant shall be in accordance with the FDOT Standard Specifications for Road
and Bridge Construction, latest edition. All plants must be DOT certified or
approved by the City Engineer.
2/20/2012 2 of 7 ARTICLE 14
14.04.03 On -Site Central Mix Plants
The plant shall be in accordance with the FDOT Standard Specifications for Road
and Bridge Construction, latest edition. The trucks used to transport the concrete
shall be so constructed to prohibit segregation of the mix. All plants must be
DOT certified or approved by the City Engineer.
14.04.04 Paver
All equipment used in the placement of concrete pavements shall conform to
FDOT Standard Specifications for Road and Bridge Construction, latest edition.
Section 14.05 MIXING AND PLACING FOR RIGID PAVEMENT
14.05.01 General
Concrete pavement shall be constructed on the prepared subgrade in accordance
with these Regulations and in conformity with the lines, grades, thickness, and
typical cross sections shown on the construction plans. Concrete pavement shall
meet the following Minimum thickness requirements.
Marginal Access and Parking 6"
Areas
Local Street 8
Minor Collector Street 8"
Major Collector Street 8"
Marginal Access and Parking 6"
Areas
Minor Street 8"
Collector Street 8"
14.05.02 Transporting Concrete
Concrete may be transported any distance providing it is discharged on the grade
with the slump within the required slump range and meets concrete time limit
requirements. If additional water is required to maintain the specified slump of
concrete transported in the truck mixers, it may be added with the permission of
the City Engineer or his Designee. In this case, a minimum of 25 additional
revolutions of the mixer drum at designed mixing speed shall be required before
discharging of the concrete. All concrete deliveries shall be accompanied by a
batch time stamped on the delivery ticket by means of a mechanical time clock.
Batch time shall be an accurate time of concrete batch and delivery truck
departure from the batch plant.
2/20/2012 3 of 7 ARTICLE 14
14.05.03 Concrete Time Limit
The length of time that the concrete can be held in the truck shall conform to the
following:
A) Air temperature 45'F to 80'F, 90 minutes.
B) Air temperature over 80'F with a retarder added to the mix, 90 minutes
maximum.
C) Air temperature over 80'F without a retarder added to the mix, 60 minutes
maximum.
D) The maximum temperature of the concrete at the time of placing shall be
95�F.
14.05.04 Placing Concrete
The concrete shall be deposited on the grade in such a manner as to require as
little re- handling as possible. It shall be deposited in successive batches in a
continuous operation. The concrete shall be consolidated by suitable means so as
to preclude the formation of voids or honeycomb pockets.
14.05.05 Placing in Cold Weather
Concrete shall only be placed when the temperature is at least 40'F and rising.
Any concrete damaged by frost action shall be removed and replaced.
Section 14.06 FINISHING
14.06.01 General
The concrete shall be struck -off, consolidated, and finished with mechanical
equipment in such a manner that after final finishing, it shall conform to the
pavement cross section shown on the construction plans. Hand finishing shall be
permitted in narrow widths, in areas of irregular dimensions, or in the event of
breakdown of the mechanical equipment, only to finish the concrete already
deposited on the grade.
14.06.02 Final Surface Finish
The final surface of the pavement shall have uniform, skid - resistant texture. The
method of texturing shall be approved by the City Engineer or his Designee and
may require change in the final finishing procedure as required to produce the
desired final surface texture. A burlap drag or transverse broom finish is
recommended for local and collector streets. Arterial and rural roads may require
an overlapping stiff bristled brook or steel comb finish at the discretion of the City
Engineer or his Designee.
2/20/2012 4 of 7 ARTICLE 14
14.06.03 Pavement Exposed to Rain During Construction
The Contractor shall always have materials available to protect the surface of the
plastic concrete against rain. Areas of the pavement surface that exhibit a smooth,
sandy appearance after the rain ceases shall be textured before applying the
membrane curing materials. Areas that have suffered surface erosion and have
coarse aggregate exposed, and have not yet hardened, shall be reworked by hand
methods or with the finishing machine when the form paving method is used.
Fresh concrete containing the same materials and properties as the pavement
concrete shall be added to maintain an adequate supply in front of the screeds or
machine to assure replacement of the concrete eroded from the surface. The
surface shall then be textured and cured as specified.
If pavement edges have been severely eroded and the concrete has not set, the
edges shall be repaired by setting side forms and replacing eroded concrete. After
the side forms are set, fresh concrete shall be placed and finished prior to
texturing and curing. After the pavement has hardened, remedial work shall not
be permitted until after the curing period has terminated.
Section 14.07 CURING FOR RIGID PAVEMENTS
14.07.01 General
After finishing operations have been completed and immediately after the free
water has left the surface, the surface of the slab and the sides of the slab, for slip
formed pavement, shall be coated and sealed with a uniform layer of membrane
curing compound. The curing compound shall be applied at the rate of not less
than 1 gallon per 200 square feet of surface. When the forms are removed, curing
compound shall be applied to the sides of the slab. Areas in which the curing
membrane is damaged shall be re- sprayed with curing compound within a period
of 3 days.
Curing compound may be omitted when, in conjunction with protection of
pavement from inclement weather, a polyethylene film or other acceptable
material is applied over the pavement and maintained intact for 3 days.
14.07.02 Cracks
Concrete rigid pavement shall not be accepted with excessive uncontrolled cracks.
Shrinkage cracks must be avoided.
Uncontrolled cracks 1/16 inch or larger in width shall be repaired. One of the
following repair methods shall be used:
A) Remove and Replacement.
B) Widen with power router and fill with an approved joint sealant.
C) Epoxy grout injection.
The City Engineer or his Designee shall determine which cracks are to be repaired
and the method to be used.
2/20/2012 5 of 7 ARTICLE 14
Section 14.08 JOINTS IN RIGID PAVEMENTS
14.08.01 General
Transverse and longitudinal joints shall be constructed to a maximum spacing of
15 feet. Transverse joints shall extend the entire width of the pavement and
through the curbs.
Sawing of joints shall begin 4 to 6 hours after placing concrete or as soon as the
concrete has hardened sufficiently to permit sawing without excessive raveling
and before uncontrolled cracking occurs. If necessary, the sawing operations
shall be carried on both day and night, regardless of weather conditions.
14.08.02 Construction Join
Longitudinal joints may be construction joints at the discretion of the City
Engineer or his Designee. Transverse construction joints shall be installed
whenever the placing of concrete is suspended a sufficient length of time for the
concrete to begin to harden.
14.08.03 Joint Sealing
Joints shall be sealed, if required, before the pavement is exposed to traffic,
including construction traffic. Prior to sealing, all foreign material shall be
removed from the joints and the joints shall be thoroughly dry.
Section 14.09 FINAL ACCEPTANCE FOR RIGID PAVEMENTS
14.09.01 General Acceptance for Rigid Pavements
Before the pavement shall be considered for acceptance, all items shall be
complete in accordance with the construction plans and these Regulations.
Equipment, surplus materials, and construction debris shall be removed from the
project.
14.09.02 Opening to Traffic
The pavement shall be closed to traffic after the concrete is placed until it reaches
a compressive strength of 3,000 psi under ordinary field conditions. This does not
include the sawing and sealing equipment or other light miscellaneous equipment.
New roadways shall be closed to public traffic until approved by the City
Engineer or his Designee.
2/20/2012 6 Of 7 ARTICLE 14
14.09.03 Testing of Concrete
Concrete pavement shall have a 28 -day compressive strength of 3,000 psi.
Portland Cement Concrete control for slump testing, and concrete cylinder
samples and testing is required and shall be in accordance with AASHTO and
ASTM Specifications, latest editions. Test reports shall be submitted to the City
Engineer or his Designee by the Engineer of Record for review of all non - public
improvements. All tests on public improvements shall be conducted by a
Geotechnical /Soils Engineer under contract to the City. Final acceptance shall be
based on testing in accordance with other paving requirements. Failed tests or
additional tests are at Contractor's expense.
2/20/2012 7 of 7 ARTICLE 14
Al DCLE 1
Index 15.01 GENERAL
15.02 INSPECTIONS AND TESTS
BACK 10 1 a[31I: OF ( Ws I FN I'S
Section 15.01 GENERAL
Developments within the City of Ocoee which have improvements to be
dedicated (property, utilities, and rights -of -way) or granted (easements) to the
City shall require quality control assurances. The cost for these assurances shall
be three (3) percent of the total construction cost of the dedicated and /or granted
improvements. This is part of the requirements of a Right -of -Way Utilization
Permit.
Section 15.02 INSPECTIONS AND TESTS
Staged inspections during construction are required. It is the responsibility of the
Owner /Developer, or their Contractor, to notify the City Engineer or their
Designee to arrange for these inspections. All tests shall be the responsibility of
the Owner /Developer unless otherwise stated in the following paragraph.
Tests which are required under this Manual . shall be performed by a competent
engineering testing laboratory. This laboratory shall have an Engineer registered
in Florida as one of the responsible officials of the firm. All tests on facilities to
be dedicated to the public shall be performed by a City contracted or approved
engineering firm. All such materials testing costs shall be paid for by the
Owner /Developer. In accordance with City Policy, the Contractor shall reimburse
the City for any extra costs incurred due to the retesting of failing portions of the
project to be dedicated to the public. During construction and upon completion of
the following construction stages, the Developer /Contractor shall notify the City
that each stage is ready for inspection, and will await clearance by the City
Engineer or their Designee before proceeding to the next stage:
A) Work zone traffic control.
B) Clearing and grubbing.
C) Utility systems (sanitary sewer facilities only).
D) Storm water facilities.
E) Removal of unsuitable material.
F) Stabilization of subgrade.
2/20/2012 1 of 3 ARTICLE 15
G) Underdrains.
H) Curb and gutter (including backfill behind curbing).
I) Inlets, box culverts, and all other concrete structures when steel is in place
prior to pouring.
J) All underground utilities within right -of -way, including but not limited to
water, wastewater, irrigation, electric, street lighting wiring and bases,
cable television, telephones, gas, etc. shall be in place and an inspection
approval on file with the Construction Manager prior to proceeding.
K) Base course during construction or mixing.
L) Traffic Signal Systems.
M) Finishing base course prior to paving.
N) Wearing surface during application.
O) Sidewalks, driveway approach, dumpster pads, and other reinforced
structures (pre- pour).
P) Sodding and /or landscaping.
Q) Cleanup and dressing of right -of -way limits.
R) Pavement marking and traffic control signage.
S) Street name signs.
T) Final inspection.
The City requires a 24 -hour notice of said scheduled inspections. The purpose of
these inspections is to ensure compliance with the approved development plan
and to advise the City whether or not the roads, traffic controls, storm drainage,
utilities, and other required improvements being constructed appear to qualify for
acceptance by the City. The City accepts no responsibility or liability for the
work, or for any contractual conditions involving acceptance, payment, or
guarantees between the Contractor and the Developer, by virtue of these stage
inspections. The City assumes no responsibility or commitment guaranteeing
acceptance of the work, or for subsequent failure, by virtue of these stage
inspections. However, if any aspect of the work being performed does not
comply with acceptable standards, corrections will be required by the City as a
condition for City acceptance. All required improvements shall be installed and
have the approval of the City prior to acceptance by the City.
2/20/2012 2 of 3 ARTICLE 15
Inspection of Private Facilities
Inspections and verifications of private streets and drainage facilities in approved
developments shall be conducted by the City to verify that they are being
constructed in accordance with the approved plans for the project.
2/20/2012 3 of 3 ARTICLE 15
ARTICLE 16
Index 16.01
16.02
16.03
16.04
16.05
16.06
CULVERTS AND STORM SEWERS
GENERAL
PIPE
LAYING PIPE
BACKFILLING
PIPE FOUNDATIONS
TESTS
BACK TO TABLE OF CONTENTS
Section 16.01 GENERAL
The work in this ARTICLE shall consist of furnishing and installing culverts and
storm sewers with appurtenances in conformance with the Specifications hereafter
described and of the sizes and dimensions shown on the plans. Storm sewer
pumping stations shall in general conform to the Specifications for sanitary sewer
lift stations. All products shall be FDOT approved materials.
Section 16.02 PIPE
16.02.01 Concrete Pipe
Concrete pipe shall be of first quality, conforming to the most current ASTM
Designation C -76. Pipe requirements shall be shown on the plans. Class III
reinforced concrete pipe is the minimum acceptable classification. Lifting holes
are prohibited.
The joints shall have a continuous O -ring rubber gasket, or approved equal, which
fits snugly in the annular space between the beveled surfaces of the tongue and
groove ends of the pipe to form a flexible watertight joint under all conditions of
service. There shall be no exposed metal in the joint, except that allowed by
ASTM and FDOT for "chairs ". All concrete pipe joints shall be wrapped with
filter fabric. Filter fabric shall conform to ARTICLE 18 of this Manual. Filter
material shall extend a minimum of 1 foot both sides of the joint and a 2 foot
overlap on the top. All joints shall prevent soil from infiltration into the pipe.
16.02.02 Alternative Material Pipes
Alternative pipe materials may be allowed upon the submittal by the Project
Engineer and approval by the City Engineer.
2/20/2012 1 of 2 ARTICLE 16
Section 16.03 LAYING PIPE
All pipe shall be careftdly laid, true to the lines and grades as shown on the plans.
For pipe laid with rubber gasket joints, any deviation from true alignment or
grade, which would result in a displacement from the normal position of the
gasket of as inuch as ' / 4 inch, or which would produce a gap exceeding ' / 2 inch
between sections of pipe for more than 25% of the circumference of the inside of
the pipe, shall not be acceptable. If this occurs the pipe shall be removed and re-
laid. Where minor imperfections in the manufacture of the pipe cause a gap
greater than % inch between pipe sections, the joint will be acceptable provided
the gap does not extend more than 25% of the circumference of the inside of the
pipe. No mortar, joint compound, or other filler which would tend to restrict the
flexibility of the gasket joint shall be applied to the gap. All pipe shall be laid "in-
the- dry" unless specifically authorized otherwise by the City Engineer.
Section 16.04 BACKFILLING
Backfilling shall progress as rapidly as the construction and testing of the work
will permit. All backfill material shall be suitable and free of deleterious material.
The initial backfill shall be carefully deposited on both sides of the pipe at the
same time and uniformly compacted around the barrel of the pipe until enough
has been placed to provide a cover of 1 foot above the crown of the pipe. In no
case shall backfill material be placed in the trench in a manner that will cause
shock to or unequal pressure on the pipe. The backfill shall be placed and
compacted to a minimum density of 98% of the maximum density value as
determined by AASHTO T -180. Under no conditions shall construction debris,
concrete, etc., be included with the backfill. All backfill in existing pavement
areas shall be non - shrinkable fill unless this requirement is waived by the City
Engineer.
Section 16.0 PIPE FOUNDATIONS
Where the nature of the foundation materials is of poor supporting value, the
foundation material shall be consolidated by mechanical methods, replaced with
sand or other material by constructing supporting cradles, or as approved by the
City Engineer or his Designee.
Section 16.06 TESTS
Compaction tests shall be required for the first lift around the pipe and one test for
each 1 foot lift above that to the subgrade for each 200 linear feet of pipe as a
minimum. The City Engineer or his Designee may determine that more or fewer
tests are required to certify the installation depending on the field conditions.
2/20/2012 2 of 2 ARTICLE 16
In general, manhole drop connections are not allowed. The City may allow such
connections on a case by case basis. These connections shall only be considered
when other alternatives are not feasible. If allowed, an outside drop pipe shall be
provided for a sewer entering a manhole where its invert elevation is 24 inches or
more above the manhole invert. Where the difference in elevation between the
incoming sewer invert and the manhole invert is less than 24 inches, the manhole
invert shall be filleted to prevent solids deposition.
Section 17.10 INLET PLACEMENT
Radial inlets are prohibited. All inlets must be placed on tangents.
Section 17.11 MANHOLE COVERS AND RINGS
Covers and rings for manholes shall conform to the Approved Manufacturers List
for Model Numbers. The cover shall have the wording "City of Ocoee ", "Florida"
and either "STORM" or "SANITARY" based on application cast into the face as
specified in the Typical City Details.
All manhole rings and covers shall be made watertight by means of dovetail
grooves and gaskets in the cover. Bolt down and /or gasketed covers shall be
provided where manholes are located in areas subject to ponding or flooding.
Frames and covers shall be set to conform to the finished grades. All frames shall
be set securely in a cement mortar bed and fillet. All covers shall be made flush
with existing permanent surfaces except outside the limits of the traveled ways
where they shall be set approximately 0.2 feet above the existing ground unless
otherwise noted.
Covers and rings for storm inlets with cast in -top ring shall conform to the
Approved Manufacturers List for Model Numbers.
Section 17.12 DIAMETER
For pipe sizes 24 inches in diameter and smaller, the minimum inside diameter of
manholes shall be 48 inches. For pipe sizes between 24 and 36 inches, the
minimum inside diameter shall be 60 inches. For pipe sizes larger than 36 inches
in diameter, a 72 inch inside diameter manhole shall be provided
Section 17.13 ACCESS
A 10 foot wide access road and minimum 20 foot easement shall be provided for
all structures to be dedicated to the public which are located outside of City
roadways. The top 8 inches of the access road shall be stabilized to FBV 50, and
compacted to a minimum density of 98% of the maximum density as determined
by AASHTO T -180.
2/20/2012 3 of 3 ARTICLE 17
Index
18.01
18.02
18.03
18.04
18.0
18.06
18.07
18.08
18.09
GENERAL
MATERIALS
EXCAVATION 'TRENCH
PLACING THE FILTER FABRIC
LAYING THE PIPE
PLACING AND COMPACTING FILTER AGGREGATE
BACKFILL ABOVE FILTER AGGREGATE
CERTIFICATION
ACCEPTANCE OF UNDERDRAINS
13 V'k TO FABLE, OF CON II-A I'S
Section
18.01 GENERAL
The work specified in this ARTICLE consists of the construction of underdrains.
Underdrain pipe shall have a minimum diameter of 8 inches, unless otherwise
approved by the City Engineer. Underdrains shall be required in all cases unless
explicitly deleted by the City Engineer.
Section 18.02 MATERIALS
The materials used shall conform to the following requirements.
18.02.01 Filter Fabric
Filter fabrics for use in underdrains shall conform to the following properties,
minimum (use Mirafy 140 or approved equal):
Puncture Strength
ASTM D -3787
lb
70
Water Flow Rate
CEMC -GET -2
gal /min /sf
285
2/20/2012 1 of 4 ARTICLE IS
Grab Tensile Strength ASTM D -1682 lb 120
Grab Tensile Elongation ASTM D -1682 % 55
Trapezoidal Tear Strength ASTM D -1117 lb 50
Mullen Burst Strength ASTM D -3786 psi 210
18.02.02 Pipe Wrap
The filter fabric pipe wrap shall be an approved strong, tough, porous nylon,
polyester, polypropylene or other approved fabric. It shall be secured to and
completely cover the perforated plastic tubing pipe underdrain to prevent
infiltration of trench backfill material. The filter envelope shall weigh a minimum
of 4 ounces per square yard and shall retain soil particles larger than 212 microns
(No. 70 sieve) when tested in accordance with ASTM D -1682. The grab strength
(wet) of the filter wrap shall not be less than 100 lbs and the grab elongation shall
not be less than 60 %. Storage and handling of filter envelope shall be in
accordance with the manufacturer's recommendation. Torn or punctured filter
wrap shall not be used.
18.02.03 Filter Aggregate (Fine Agjzre>;ate)
Sand used for backfilling trenches under, around and over underdrain pipe shall
consist of hard, durable, clean quartz and shall be reasonably well graded, from
coarse to fine. When tested by means of laboratory sieves, it shall meet the
following requirements, in percent of total weight.
Total Retained on:
No. 4
0 to 5
No. 8
0 to 15
No. 16
3 to 35
No. 30
30 to 75
No. 50
65 to 95
No. 80 18 o 100
18.02.04 Filter Aggregate (Other)
A) Stone
When stone is used for filter aggregate it shall be composed of clean,
durable rock that is non - cementous when exposed to water for extended
periods and shall be so certified by a Geotechnical /Soils Engineer. The
gradations of stone filter aggregates shall be designed and certified by a
Geotechnical /Soils Engineer and approved by the City Engineer. Washed
limerock shall not be permitted.
2/20/2012 2 of 4 ARTICLE 18
B) Slag
Slag shall be clean, tough and durable. It may be either air - cooled blast -
furnace slag or phosphate slag. It shall be reasonably uniform in density
and quality, and the gradations of slag filter aggregates shall be designed
and certified by a Geotechnical /Soils Engineer and approved by the City
Engineer.
O) Expanded Shale
Expanded shale may be used, but only in the filter material grade that
meets the gradations specified above for sand.
18.02.05 Pipe
Corrugated Polyethylene Tubing shall be used as underdrain and shall conform to
the requirements of AASHTO M -252, latest edition. Polyethylene Tubing shall
be delivered in 20 foot lengths (minimum) and shall be fitted, prior to installation,
with a filter fabric wrap. PVC Pipe shall satisfy ASTM D -3033 specifications;
Aluminum pipe shall satisfy AASHTO M -196 specifications.
Section 18.03 EXCAVATION TRENCH
The trench shall be excavated carefully, to such depth as is required to permit the
pipe to be laid to the grade desired and to the dimensions shown in the plans.
The underdrain trench shall be constructed in a dry condition. This shall be
accomplished by the use of a well point system or other positive dewatering
method.
Section 18.01 PLACING THE FILTER FABRIC
After the trench has been excavated, the filter fabric shall be rolled out over the
trench and walked into the trench. Care shall be taken to prevent the excavated
material from entering the trench after the fabric has been installed.
Section 18.05 LAYING THE PIPE
After the filter fabric has been placed in the trench, approximately 6 inches of
filter aggregate shall be placed in the trench. The pipe shall be bedded firmly in
the filter aggregate to the correct line and grade. The upper end of the run of pipe
shall terminate at a drainage structure or underdrain cleanout to prevent any filter
aggregate from entering the pipe.
All lateral connections to underdrains shall be made at approved drainage
structures. Cleanouts and /or approved drainage structures shall be located along
all underdrain systems. The maximum spacing of cleanouts or structures shall be
200 feet, or as directed by the City Engineer or his Designee.
2/20/2012 3 of 4 ARTICLE. 18
Section 18.06 PLACING AND COMPACTING FILTER AGGREGATE
After the pipe has been laid to grade, the pipe shall be firmly held in place by
mechanical means while the filter aggregate is placed to a maximum height of 5
inches plus 1 inch (compacted) above the top of the pipe. After the first lift is
placed and compacted to the satisfaction of the City Engineer or his Designee the
remainder of the filter aggregate shall be placed. The excavation of the trench,
the placement of the filter fabric, the installation of the pipe and the placement
and compaction of the first lift of filter aggregate shall be accomplished in a
single continuous operation. Special care shall be taken to avoid displacement or
damage to the pipe or filter fabric.
Section 18.07 BACKFILL ABOVE FILTER AGGREGATE
After the filter aggregate has been placed 12 inches above the pipe the filter fabric
shall be lapped the full width of the trench from both sides. The portion of the
trench above the filter aggregate shall be filled with fine filter aggregate which
shall be placed and tamped in layers not thicker than 12 inches to the existing
grade.
Section 18.08 CERTIFICATION
The Contractor shall provide to the City Engineer or his Designee, prior to the
final acceptance, a written statement from a Geotechnical /Soils Engineer that all
materials installed and that the construction of the underdrain system complies
with the approved design.
Section 18.09 ACCEPTANCE OF UNDERDRAINS
Prior to the acceptance for maintenance, the Owner/Developer shall correct any
deficiencies. A mandrel shall be used to insure pipe geometry. Failure of the
Contractor to perform the required inspection and repairs will result in the City
Engineer or his Designee withholding final acceptance and /or Certificates of
Occupancy.
2/20/2012 4 of 4 ARTICLE 18
Al - 1'T/ 'L F- 19
7 ,}"Y j
b.: � e,; o. ,_ «� f_ �.� _.� l'�
Index 19.01
19.02
19.03
19.01
19.0_5
19.06
19.07
19.08
19.09
19.10
GENERAL
MATERIALS
FORMS
CONSTRUCTION METHODS
JOINTS
FINISHING
CURING
BACKFILLING AND COMPACTION
REQUIREMENTS FOR MACHINE- LAYING
HANDICAP RANIPS
BACK 'I o TABU? OF ( ON I VN'l s
Section 19.01 GENERAL
The work specified in this ARTICLE consists of the construction of curb, curb and
gutter, and sidewalks /bikepaths of Portland Cement Concrete. Such work shall be
constructed in accordance with this Manual and in conformity with the lines,
grades, dimensions, and notes shown on the Plans. Should the Contractor so
elect, a curb machine can be used. All concrete shall be finished and supplied as
recommended by the PCA and ARTICLE 14 of this Manual. Sidewalks /Bikepaths
shall be located at least 2 feet away from walls and fences unless otherwise
approved by the City Engineer.
Section 19.02 MATERIALS
Unless otherwise shown on the Plans, concrete shall be Class I, 3,000 psi.
Section 19.03 FORMS
Forms for this work shall be made of either wood or metal. They shall be straight,
free from warp or bends, and of sufficient strength when staked to resist the
pressure of the concrete without springing.
Forms shall have a depth equal to the plan dimensions for the depth of the
concrete being deposited against them.
Section 19.01 CONSTRUCTION METHODS
Excavation shall be made to the required depth. Subgrade or base shall be
compacted to a minimum density of 98% of the maximum density as determined
by AASHTO T -180 for sidewalks /bikepaths and curbs.
2/20/2012 1 of 3 ARTICLE 19
Sidewalk/bikepath construction shall be similar to street construction. Concrete
sidewalks /bikepaths shall be at least 4 inches thick, increasing to at least 6 inches
thick at driveway entrances. Sidewalks /bikepaths shall have a maximum
longitudinal run of 12:1 and a minimum of 1 /4 inch, maximum of 1 /2 inch per foot
positive slope across the surface. There shall be a minimum of 1 /2 inch and
maximum of 1 inch per foot positive slope between the top of curb or edge of
pavement and the sidewalk/bikepath, unless otherwise specifically approved by
the City Engineer.
The concrete shall be placed in the forms to the depth specified and tamped and
spaded until mortar entirely covers its surface. The top of the curb or gutter shall
be floated smooth and the edges rounded to the radius shown on the plans.
Section 19.05 JOINTS
Where metal templates are used for joint construction, the curb, curb and gutter,
etc., shall be constructed in uniform sections 10 feet in length, except where
shorter sections are necessary for closures, but no section shall be less than 5 feet.
At the option of the Contractor, the sections may be formed by the use of dummy
joints (either formed or sawed) or by the use of sheet metal templates. If sheet
metal templates are used, they shall be of the dimensions and set to the lines
shown on the plans. The templates shall be held firmly during the placing of the
concrete and shall be left in place until the concrete has set sufficiently to hold its
shape, but shall be removed while the forms are still in place. Contraction joints
shall be spaced at 10 foot intervals for curb and intervals equal to the width of the
sidewalks /bikepaths. They shall be 1 /4 the depth of the concrete. Expansion
joints, extending to the full depth of concrete, shall be placed in
sidewalks/bikepaths at a maximum of 100 feet, at driveways, sidewalks /bikepaths
intersections, all inlets, all radius points, all points where operations cease for any
considerable time (such as the end of the day's run), etc. A 1 /2 inch expansion joint
shall be installed between all curbs and any abutting structures.
Section 19.06 FINISHING
19.06.01 Surface Requirements
The gutter or flow -line section or curb shall be tested with a 10 foot straight edge
laid parallel to the centerline of the roadway while the concrete is still plastic.
Irregularities in excess of 1 /4 inch for curb, curb and gutter, or sidewalks /bikepaths
shall be immediately removed.
19.06.02 Repair of Minor Defects
The forms shall be removed within 24 hours after the concrete has been placed,
and minor defects then filled with mortar composed of one part Portland cement
and two parts fine aggregate. Plastering shall not be permitted on the face of the
curb or sidewalk/bikepath. Any rejected curb, curb and gutter, or
sidewalk/bikepath shall be removed and replaced.
2/20/2012 2 of 3 ARTICLE 19
19.06.03 Final Finish
Sidewalk/bikepath surface, top of the curb, and the face from the top to 8 inches
below shall be given a surface finish while the concrete is still green. In general,
only a brush finish shall be required.
Section 19.07 CURING
All curbs and sidewalk/bikepath shall be covered with suitable material and kept
moist for a period of 3 days or longer, if necessary, and shall be protected in a
satisfactory manner from damage by the elements or other causes until acceptance
of the work. If curing compound is used, moistening is not required.
Section 19.08 13ACKFILLING AND COMPACTION
After the concrete has set sufficiently, but not later than 3 days after placing, the
spaces in front and back of the curb shall be refilled to the required elevation with
suitable material, which shall be placed and thoroughly compacted in layers not
thicker than 6 inches.
Where bases are to be constructed adjacent to the curb, the concrete shall be
properly backfilled and shall set for a period of not less than 3 days before any
base material is placed against it.
Section 19.09 REQUIREMENTS FOR MACHINE- LAYING
As a specific requirement for machine -laid curb and gutter, contraction joints
shall be sawed unless an alternate method of construction is approved in advance
by the City Engineer. Joints on curbs shall be provided at intervals of 10 feet,
except where shorter intervals are required for closure, but no joints shall be
sawed or constructed at intervals of less than 5 feet. Sidewalks may also be
machine laid.
Section 19.10 HANDICAP RAMPS
Ramps shall be required at all intersections and be in compliance with the most
recent edition of the Florida Accessibility Code for Building Construction as
prescribed by law and MOT Standard Specifications. At each intersection there
must be a sufficient number of handicap ramps to facilitate ingress and egress
from both sides of the roadway. The slope of the ramp shall not exceed a ratio of
12 horizontal to 1 vertical. A curb ramp shall have a detectable warning
complying with Section 11- 4.29.2. The detectable warning shall extend the full
width and depth of the curb ramp according to Chapter 11 Florida Accessibility
Code for Building Construction.
2/20/2012 3 of 3 ARTICLE 19
ARTICLE 20
CHAIN LINK FENCE
Index
20.01 GENERAL
20.02 MATERIALS
20.03 INSTALLATION
20.04 ELECTRICAL GROUNDS
BACK TO TABLE OF CONTENTS
Section 20.01 GENERAL
The work specified in this ARTICLE consists of furnishing and erecting chain link
fence in accordance with this Manual, and Section 02444 of the Chain Link
Manufacturers Institute's Specifications. The placement of any fence shall not
interfere with the clear sight distance of intersections or driveways. Driveway
gates shall be positioned to allow the length of one standard size vehicle behind
the right -of -way line.
Section 20.02 MATERIALS
20.02.01 General
The fabric, posts, fastenings, fittings and other accessories for chain link fence
shall meet the requirements of AASHTO M -181 with the following changes:
A) ANSI /ASTM A -123 - Zinc (Hot Galvanized) Coatings of Products
Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars
and Strips.
B) ANSVASTM F -567 - Installation of Chain -Link Fence.
C) ASTM A -120 - Black and Hot - dipped Zinc - coated (Galvanized) Welded
and Seamless Steel Pipe, for Ordinary Uses.
D) ASTM C -94 - Ready -mixed Concrete.
E) ASTM A -120 - Schedule 40 steel or SS -40 pipe, standard weight, welded
joints permitted. Size and weight as specified.
F) FS RR -F -191 - Type I: Zinc - coated steel.
Type IV(A): Extruded vinyl coated steel.
Type IV(B): Fusion bonded vinyl coated steel.
2/20/2012 1 of 5 ARTICLE 20
20.02.02 Concrete Mix
Concrete shall meet ASTM C -94 and be of normal sulphate resisting Portland
Cement, 3,000 psi minimum at 28 days with a 3 inch slump, and ' / 2 inch sized
aggregate.
20.02.03 Framing Materials
20.02.04 Chain Link Fabric (Fences and Gates)
PVC Coated Galvanized Steel shall be of steel wire, conforming to ASTM A -641,
a tensile strength 75,000 psi, galvanized (0.30 oz /sf), and coated as follows:
A) Coating type I extruded polyvinyl chloride.
B) Coating type II FUSION BONDED PVC of 7 mils.
The standard material shall be Standard Industrial 2 inch mesh, 9 gauge, 0.148
inch diameter, not including vinyl coating.
The color of fabric, gates, and posts shall be as approved by the City Engineer in
either medium green, dark green, black, or brown, as applicable.
2/20/2012 2 of 5 ARTICLE 20
Type
Round
Framing Members
Size /in(O.D.)
Wt/plf
A)
End, Corner and Pull Posts
12 It and less
2.875
5.80
Over 12 ft
4.50
11.00
B)
Line Posts (fabric height)
2.375
3.6.5
C)
Rails and Braces (fabric heights)
1.660
2.27
This includes Horizontal brace, Top
Rail, Center and Bottom Rail.
D)
Gate Posts (width of leaf)
6 ft and less
2.875
5.80
Over 6 ft to 13 ft
4.50
11.0
Over 13 ft to 18 ft
6.625
19.0
Over 18 ft
Design to be approved and certified
E)
Gate Frame (size of leaf)
8 ft high OR 8 ft wide
2.375
3.65
Over 8 ft high OR 10 ft wide
Plus additional structural members Design to be approved
and certified
Stretcher Bars
3/16 "x3/4"
Color coating shall be applied to
match fabric
20.02.04 Chain Link Fabric (Fences and Gates)
PVC Coated Galvanized Steel shall be of steel wire, conforming to ASTM A -641,
a tensile strength 75,000 psi, galvanized (0.30 oz /sf), and coated as follows:
A) Coating type I extruded polyvinyl chloride.
B) Coating type II FUSION BONDED PVC of 7 mils.
The standard material shall be Standard Industrial 2 inch mesh, 9 gauge, 0.148
inch diameter, not including vinyl coating.
The color of fabric, gates, and posts shall be as approved by the City Engineer in
either medium green, dark green, black, or brown, as applicable.
2/20/2012 2 of 5 ARTICLE 20
20.02.05 Manual Operating Gates
A) Fabrication
Gate frames shall be assembled by welding connections. The same fabric
as for the fence shall be used unless otherwise specified. Fabric shall be
installed with stretcher bars, or tie wires at the top and bottom if stretcher
bars are not used. Stretcher bars shall be attached to the gate frame not
more than 14 inches off center. Hardware shall be attached with rivets or
by other means which provide security against removal or breakage.
1) For sections over 8 feet in height and 10 feet in width, horizontal
and vertical members shall be provided to ensure proper gate
operation and for attachment of fabric, hardware and accessories.
2) Diagonal cross - bracing consisting of 3/8 inch diameter adjustable
truss rods on gates shall be used where four -sided tension rods are
not used. Frame rigidity shall be achieved without sag or twist.
B) Gate hardware shall be galvanized per ASTM A -153.
1) Hinges shall be pressed steel or malleable iron to suit gate size, of
non lift off type, and offset to permit 180 gate opening. One pair
of hinges per leaf, up to 12 feet in height, shall be provided.
2) Latches shall be the forked type to permit operation from either
side of gate. A padlock eye shall be provided as an integral part of
the latch.
3) The keeper for the gates, which automatically engages the gate leaf
and holds it in the open position until manually released, shall be
provided.
4) For double gates, a drop rod to hold the inactive leaf shall be
provided. A pipe to engage the center drop rod shall be provided
in the pavement. Locking devices and padlock eyes shall be
provided as an integral part of the latch thereby requiring one
padlock for locking both gate leaves.
2/20/2012 3 of 5 ARTICLE 20
20.02.06 Accessories
A) All items shall be galvanized to comply with ASTM A -153 (except tie
wires) plus finished to match framing.
B) Tension and tie wire
1) Tension wire shall be 7 gauge galvanized wire.
2) Fabric to line posts, rails and braces shall be 9 gauge minimum.
3) Fabric to tension wire shall use 11 gauge hog rings.
C) Post tops shall be pressed steel, or malleable iron, designed as a drive fit,
weather tight closure cap on tubular posts. Where top rails are used, tops
shall permit passage of the top rail.
D) Stretcher bars shall be one piece lengths to full height of the fabric with a
minimum cross section of 3 /i6 inch x 3 /4 inch or equivalent fiberglass rod.
Stretcher bars shall be provided for each gate, end, corner and pull post.
Stretcher bar bands and clips shall be heavy pressed steel or malleable
iron. At square posts, special design clips shall be provided.
Section 20.03 INSTALLATION
A) Framework, fabric, accessories and gates shall be installed in accordance
with ANSI /ASTM F -567.
B) Fence shall be of the height and length indicated on the approved plans.
C) Line posts intervals shall not exceed 10 feet.
D) Terminal gate and posts shall be set plumb, in concrete footings with the
top of the footing 2 inches below the finished grade. Slope top of concrete
for water runoff. Excavate depth as required by ANSI/ASTM F -567.
E) Top rail shall pass through line post tops and be spliced with 7 inch long
rail sleeves.
F) Each gate and corner post shall be braced back to the adjacent line post
with horizontal center brace rails and diagonal truss rods. Brace rails shall
be installed one bay from end and gate posts.
G) Center and bottom brace rails shall be installed on corner and gate leaves.
H) Fabric shall be stretched between terminal posts or at intervals of 100 feet
maximum, whichever is less.
1) The bottom of the fabric shall be positioned 2 inches above the finished
grade.
2/20/2012 4 of 5 ARTICLE 20
J) The fabric shall be fastened to the top rail, line posts, braces, and bottom
tension wire with wire ties at a maximum of 15 inches on centers.
K) The fabric shall be attached to the end, corner, and gate posts with tension
bars and bar clips.
L) The bottom tension wire shall be stretched taut between terminal posts.
M) Gates with fabric overhang shall match fence. Three hinges per leaf,
latch, catches, drop bolt, foot bolts and sockets, torsion spring retainer, and
locking clamp shall be installed.
N) Concrete center drop shall be installed to the depth of the foundation.
Drop rod retainers shall be placed at the center of double gate openings.
Section 20.04 ELECTRICAL GROUNDS
Wherever a power line passes over the fence, a ground shall be installed directly
below the point of crossing. The ground rod shall consist of an aluminum or
galvanized rod, with connection of similar metal if required, or of other
appropriate material, 8 feet in length and at least % inch in diameter. The rod
shall be driven vertically until the top of the rod is approximately 6 inches below
the ground surface. A No. 6 conductor shall be used to connect the rod and all
fence elements. The conductor shall be connected to each fence element and the
ground rod by means of electrical -type clamps which will prevent corrosion.
Section 20.05 DECORATIVE GATES
Where a Developer /Owner proposes decorative entry gates for a "Gated
Community" for access control, all conditions required in the City's LDC shall be
met including the provisions for "Knox Box' and /or `opticon' control. The Knox
Box and all associated appurtenances shall be as approved by the City of Ocoee
Fire Department. All automated swing gates shall be installed to provide gate
swing in the direction of the vehicular flow.
2/20/2012 5 of 5 ARTICLE 20
j P - I Y j{ P
P 10 ) _ ICA'. it `t I`d s
Index 21.01
GENERAL
21.02
MATERIALS
21.03
CONSTRUCTION METHODS
21.04
SODDING
21.05
CLEAN -UP
BA( K TO TABLL 01) <'(Yls FEN I'S
Section 21.01 GENERAL
The work specified in this ARTICLE shall consist of all grassing efforts on road
shoulders, ditches, embankments, and other areas left barren by construction in
order to establish a dense stand of grass.
Section 21.02 MATERIALS
The grass seed shall be common Bermuda and Bahia, as a minimum. In addition,
brown top millet will be included .during summer months and annual rye in the
winter months. The mulch shall consist of thoroughly shredded straw or hay. All
seed shall meet the requirements of the State Department of Agriculture. The
chemical composition of the fertilizer shall be 8 -8 -8 or other chemical
composition specified in the plans.
Section 21.03 CONSTRUCTION METHODS
Construction methods shall be in accordance with FDOT Standard Specifications.
Seed shall be applied at not less than the following rate:
Be rmuda _
3 lb per ac
Bahia (Argen _
Annual Ry
120 lb per a cre _
20 lb per acre (October - March) �
Brown -Top Mi
2 lb p er acre (Apr September)
Fertilizer shall be applied at the rate of 1,000 lb per acre.
Section 21.0.4 SODDING
Sodding shall be in accordance with FDOT Standard Specifications. Sod
destroyed or damaged by construction shall be replaced with the same existing
type of grass in place prior to construction. All disturbed areas in the public right -
of -way shall be sodded.
2/20/2012 1 of 2 ARTICLE 21
Section 21.05 CLEAN -UP
After each day's work, all materials shall be removed from all sidewalks and
roadways used by the general public.
Section 21.06 WATERING
Watering of seed and installed sod shall be provided in accordance with MOT
Standard Specifications as a minimum. Additional watering may be required to
provide an acceptable established stand of grass as directed by the City Engineer.
2/20/2012 2 of 2 ARTICLE 21
PA V_ 11 � It ' ,i1 IF 1`eI� y_ r I'VE y k.)
Index 22.01 GENERAL
22.02 MATERIALS
22.03 INSTALLATION
Section 22.01 GENERAL
The work specified in this ARTICLE shall consist of the design and installation of
pavement markings as shown on the plans in accordance with this Manual,
Orange County Standards as well as FDOT and the MUTCD. Temporary
markings shall be used as required by the City. The City Engineer has approval
jurisdiction over ARTICLE 22 and any requests for modifications from these
Standards.
Section 22.02 MATERIALS
All paint and Thermoplastic Compounds used for pavement markings (only alkyd
materials shall be used), reflective pavement markers, and glass spheres shall
conform to FDOT Standard Specifications.
Section 22.03 INSTALLATION
All surfaces shall be cleaned prior to the start of installation.
22.03.01 Painted Markings
Painted traffic markings shall be installed in accordance with FDOT Standard
Specifications and the MUTCD. Paint may be used only on private development
improvements or as temporary markings.
22.03.02 Thermoplastic Traffic Markings
Thermoplastic traffic markings shall be installed in accordance with FDOT
Standard Specifications and the MUTCD. Pre - formed plastic markings may be
substituted as permitted by the City Engineer. Alkyd materials may be applied
immediately after final compaction of asphaltic concrete.
22.03.03 Reflective Pavement Markers
All reflective pavements markers shall be installed in accordance with FDOT
Standard Specifications. Blue pavement reflectors shall be installed in the street,
in front of fire hydrants, slightly offset from the centerline of the road in the
closest lane to the hydrant.
2/20/2012 1 of 2 ARTICLE 22
22.03.04 Striping Design
A) Temporary tape to be installed prior to darkness on the day of existing
markings removal. No conflicting markings permitted.
B) No markings are to be installed prior to layout approval City engineer or
designer.
C) All markings are to be thermoplastic with raised pavement markers where
applicable.
D) Centerline and edgeline to extend 15 feet beyond transition point
downstream and 15 feet prior to transition point upstream.
E) Hash marks spacing to be in accordance with FDOT Standards.
F) Gore bullnose to have 25 foot minimum radius.
G) Arrow spacing to conform with FDOT Standard Specifications.
H) The City Engineer must approve all striping plans.
I) During auxiliary lane construction and installation of markings the work
zone shall be signed in accordance with the MUTCD.
J) When a lane closure is permitted on a road classification of collector or
above, the hours of operation shall be limited to 9:00 AM to 4:00 PM.
K) Non - Standard Working hours can be requested from the City by submittal
of a written request that outlines the need for the Non - Standard Working
hours and the specifics of work to be performed.
2/20/2012 2 of 2 ARTICLE 22
Index 23.01 MEDIAN SEPARATION REQUIREMENTS
23.02 MINIMUM WIDTHS
23.03 OPENINGS
23.04 SPECIAL CONSIDERATIONS
11 k('K'10'1.181.1: O CON I VNI S
Section 23.01 MEDIAN SEPARATION REOUIREMENTS
At a minimum, median separations shall be required on all divided streets with
four or more travel lanes. Median separations may be required in other areas when
deemed appropriate . The City Engineer has approval jurisdiction over ARTICLE
23 and any request for modifications from these Standards.
Section 23.02 MINIMUM WIDTHS
A) The minimum width of a median containing a left turn lane shall be 16
feet when curbed. If the median is a bi- directional turn lane, the minimum
width shall be 12 feet.
B) The minimum width of a median intended to shadow a crossing or left
turning vehicle (from side street or driveway) shall be 22 feet when
curbed.
Section 23.03 OPENINGS
A) Median openings on all streets shall be spaced at 660 foot intervals or per
the Standards of the LDC.
B) Correct signal spacing and dedicated public streets are given priority
consideration for median opening approvals.
C) All median designs and provisions shall be consistent with Standards
provided by the Manual of Uniform Minimum Standards for Design,
Construction and Maintenance for Streets and Highways (FDOT).
D) All median openings and taper shall include a 12 foot wide left turn
storage lane and taper. The minimum lengths for the storage lanes and
tapers are included in ARTICLE 24 of this Manual.
E) The preferred end treatment for median opening is the bullet -nose design
rather than the circular design.
2/20/2012 1 Of 2 ARTICLE 23
F) The width of median openings shall be a minimum of 40 feet. The design
shall be based upon the required turning radii and lane alignment of the
intersection.
G) No median opening shall be allowed where the median is intended to
shadow a crossing or left turning vehicle (from side street or driveway),
and is of insufficient width to do so.
Section 23.04 SPECIAL CONSIDERATIONS
The minimum spacing requirements of this ARTICLE may be modified upon
approval by City Commission given the particular conditions of the proposed
development, if the minimums cannot be met, and if such reduction will not
compromise operational and safety standards of the adjacent roadway.
2/20/2012 2 of 2 ARTICLE 23
J 1`T L f_1
Index
Section
24.01 GENERAL,
24.02 DEDICATION OF ADDITIONAL RIGHT -OF -WAY
24.03 RIGHT TURN DECELERATION AND STORAGE LANES
24.04 ACCELERATION LANES AND TAPERS
24.05 LEFT TURN DECELERATION AND STORAGE, LANES
24.06 ALTERNATE STORAGE LENGTHS FOR LEFT TURN LANES
24.07 BYPASS LANES
24.08 EXCEPTIONS
24.09 REVERSE CURVES
BACK TO TABLE, OF CON FLN "I S
24.01 GENERAL
Turn lanes and tapers shall be designed in accordance with this Manual and the
Manual of Uniform Minimum Standards for Design, Construction and
Maintenance for Streets and Highways (FDOT) and AASHTO Green Book
standards. Turn lanes and tapers shall be used to reduce conflict between the
traffic on driveways or intersecting streets and the traffic on the through street.
This conflict reduction is achieved by providing turning vehicles with a refuge
area where acceleration, deceleration, storage, and turning maneuvers may be
accomplished. The City Engineer has approval jurisdiction over ARTICLE 24 and
any request for modifications from these Standards. Turn lanes and tapers are
required for the following conditions:
A) The design speed of the accessed street is 35 MPH or greater.
B) The parcel of property accessing the street is projected to generate 500 or
more vehicle trips per day, or 50 or more vehicle trips in any hour.
C) The parcel of property accessing the street is residential and has 50 or
more dwelling units.
D) The parcel of property accessing the street is a development that
characteristically experiences peaks in its trip generation pattern, i.e.,
schools, subdivisions, restaurants, public assembly places.
E) At any development as a Traffic Impact Analysis by a registered
professional may warrant.
F) At any parcel of property where a use changes to one that meets one of the
above conditions.
2/20/2012 1 of 3 AR "rICLE 24
G) The main street has an average daily traffic count of 500 or more vehicles
per day or 50 or more vehicles in any hour.
Section
H) At any location, where grades or other unusual conditions indicate turn
lanes to be desirable, as determined by the City. Turn lanes may be
required on local streets at intersections for safety or capacity reasons.
I) The street is classified as a thoroughfare.
24.02 DEDICATION OF ADDITIONAL RIGHT -OF -WAY
On any arterial or collector street within a minimum of 150 feet (or as required) of
its intersection with another arterial or collector, or at any other location where
provisions of this Section require additional right -of -way, the right -of -way shall
be increased by at least 10 feet, or as required, to permit proper design of
auxiliary lanes and tapers. This additional right -of -way shall be dedicated or
conveyed as a public right -of -way. Twenty -five foot corner triangles shall be
provided as a minimum at street intersections. A larger triangle may be required
at the discretion of the City Engineer.
Section 24.03 RIGHT TURN DECELERATION AND STORAGE LANES
The desirable requirements for lengths of tapers and storage for right turn lanes
are based on the speed limit of the road and shall be in accordance with FDOT
Standards.
Section 24.04 ACCELERATION LANES AND TAPERS
Section
Section
The desirable requirements for lengths of acceleration lane and tapers are based
on the speed limit of the road and shall be in accordance with FDOT Standards.
24.05 LEFT TURN DECELERATION AND STORAGE LANES
The desirable requirements for lengths of acceleration lane and tapers are based
on the speed limit of the road and shall be in accordance with FDOT Standards.
24.06 ALTERNATE STORAGE LENGTHS FOR LEFT TURN
LANES
Storage lengths for left turn lanes may be calculated in lieu of using the above
tables (final approval by the City Engineer or his Designee) by one the of
following methods:
A) At un- signalized intersections, the storage length, exclusive of taper, may
be based on the number of turning vehicles which are likely to arrive in an
average 2 minute period within the peak hour, i.e., SL (storage length in
feet) = 2 x 25 ft (average vehicle length) x (number of left turning vehicles
in peak hour /60).
2/20/2012 2 of 3 ARTICLE 24
B) At signalized intersections, the storage length may be based on the signal
cycle length, the signal phasing arrangement, and the rate of arrivals and
departures of left turning vehicles that would store per cycle to allow for
occasional surges.
Section 24.07 BYPASS LANES
A bypass lane shall be provided for left turns when a median or adequate
pavement width does not exist. The taper shall be based on the formula: turn
lane = speed x width of lateral movement. Road sections disturbed by bypass and
turn lanes shall be completely overlaid with a minimum of 1 inch of asphaltic
concrete.
Section 24.08 EXCEPTIONS
Turn lane provisions (left and right) may be imposed unless roadway cross
section, right -of -way width, or deficient frontage prohibits compliance and no
other access location can be provided for the site. The lanes shall be installed by
the Owner /Developer, in the future, when the right -of -way becomes available.
Section 24.09 REVERSE CURVES
Reverse curves shall not be used in place of straight tapers on curb and gutter
sections.
2/20/2012 3 of 3 ARTICLE 24
ARTICLE 25
DRIVEWAYS
Index
25.01 GENERAL
25.02 REQUIRED SUBMITTALS
25.03 DESIGN CONSIDERATIONS
25.04 DESIGN SPECIFICATIONS
25.05 HANDICAP RAMPS
25.06 EXISTING DRIVEWAYS AND ACCESS POINTS
BACK TO TABLE OF CONTENTS
Section
25.01 GENERAL
All curb cuts and driveways constructed, altered, or removed within the limits of
the City of Ocoee shall be constructed, altered, or removed as provided for in this
ARTICLE and the LDC. No person shall make any curb cut for a driveway,
walkway or any other purpose within the street right -of -way or connect to an
existing curb cut or driveway without first obtaining a permit from the City.
Additional permits may be required from the County or MOT for rights -of -way
under their jurisdiction. The City Engineer has approval jurisdiction over the
design, location, construction permits, materials, methods, and operational portion
of this ARTICLE and any requests for modifications from these Standards.
Section 25.02 REQUIRED SUBMITTALS
Information required on plans submitted shall include:
A) A complete plot plan showing all proposed and/or existing buildings and
parking layouts and shall include a north arrow, date, and dimensions.
B) Existing and proposed driveway locations and widths on the site and
within 150 feet of the site on both sides of the street and in both directions.
C) Distances to the nearest public intersection and to the nearest median cut
in both directions, if applicable.
D) Street pavement types and widths, lane layout and widths, curb types, and
right -of -way widths.
E) Proposed and /or existing off - street loading and unloading facilities,
interior parking arrangements and interior traffic circulating arrangements.
(Non- residential requirement only.)
F) Retaining walls, drainage, utility poles, trees, fences, and other physical
features which affect the driveway location and sight distance.
2/20/2012 1 of 6 ARTICLE 25
Section 25.03 DESIGN CONSIDERATIONS
A) The choice of the proper location of driveways must involve consideration
of the amount of the conflict which can be expected to occur both within
the parking area and on the abutting streets. One primary concept which
shall be followed is to reduce the number of driveways to a practical
minimum and to promote consolidated driveway usage wherever possible,
thus providing fewer locations where conflicts may occur.
B) The area to which the driveway provides access shall be of sufficient size
and design to allow all necessary functions for ingress, egress, loading,
unloading, parking, circulation, and standing to be carried out on private
property completely off the street right -of -way.
1) Parking areas shall be so designed and marked as to provide for
orderly and safe movement and storage of vehicles and
pedestrians.
2) No design shall be permitted which requires any vehicle to back
out onto a public right -of -way, i.e., a public street, parkway, or
sidewalk, except for single family residences.
3) Facilities with drive -in windows must be so designed that waiting
vehicles do not extend into the street or right -of -way. A by -pass
lane shall be required for all such facilities.
Section 25.04 DESIGN SPECIFICATIONS
25.04.01 Location
A) Single family residential driveways shall not be permitted in the radius
return of an intersection.
B) No single family residential driveway, other than duplex or zero lot line,
or temporary commercial driveway shall be permitted with its center
nearer than 40 feet to the center of the next nearest driveway, except upon
special approval of the City Engineer.
C) No centerline of a residential driveway, other than duplex or zero lot line,
driveway shall be closer to the adjacent property than '/z of the driveway
width plus 6 feet.
D) The centerline of all other types of driveways shall be no closer to the
adjoining property than ' / 2 the width of the driveway plus the return radius
dimension and 3 feet.
E) No driveway shall be permitted which includes any facility such as traffic
signal standards, trees, utility poles, site sign, catch basins, fire hydrants,
or any other similar type structure, unless such facility is relocated at the
property Owner's /Developer's expense. All setbacks shall meet the FDOT
requirements for fixed object hazards.
2/20/2012 2 of 6 ARTICLE 25
D) No curb cut shall be made within 3 feet of a drainage inlet or property line.
G) Joint -use driveways shall be used when deemed necessary. The above
criteria shall be complied with unless otherwise approved by the City
Engineer.
25.04.02 Width
A) The minimum width of single family residential driveways shall be 10 feet
and the maximum width shall be 18 feet, with 3 foot flares on either side.
For driveways longer than 100 feet, the width may be increased at the
discretion of the City of Ocoee Fire Rescue Department.
B) The minimum and maximum widths of commercial driveways, are based
upon 12 foot travel lanes for two -way and emergency vehicles for one -
way, shall be as specified below:
C) Non - residential driveways exceeding the maximum width shall only be
considered when usage of 40 foot radius cannot be accommodated.
D) All driveway widths shall be measured at the throat.
E) For all residential driveways, the width of the curb opening shall not
exceed the width of the driveway by more than 3 feet on each side.
25.04.03 Angle
A) All driveways shall be constructed as nearly to a right angle (90) to the
street or roadway as possible.
B) This requirement may be waived for one -way driveways, provided that the
angle chosen represents improved ingress or egress compared to a right
angle driveway and does not adversely affect the driver's sight distance.
2/20/2012 3 of 6 ARTICLE 25
25.05.04 Radii
A) On commercial and multi - family residential driveways, a proper radius
which will accommodate the minimum turning radii and off -track of the
design vehicle according to AASHTO Standards shall be provided.
Normally, the design vehicle will be fire and emergency apparatus
requiring a minimum radius of 40 feet based on a 24 foot wide two lane
driveway. Consideration may be given to the street speed limit and width
of driveway opening.
B) Tractor trailer combination shall be the design vehicle, when warranted,
with a 55 foot radius as a minimum on all non - single family residential
driveways.
C) A radius of less than 40 feet may be approved upon the applicant's
demonstration to the City Engineer that the smaller radius is more
appropriate for the particular parcel of property being served and that the
traffic flow on the street being accessed is not impaired. The minimum
radii for internal circulation shall be 20 feet. Three foot flares may be
utilized on commercial projects where inadequate distance between the
property and the road edge prohibits the use of radii, and shall be used on
all non- single family residential driveways.
D) Contraction joints shall be tied at the radii to prevent uneven settlement.
25.04.05 Grade
A) All driveways shall cross the sidewalk /bikepath area at the
sidewalk/bikepath grade as approved by the City Engineer. See the
Typical City Details attached as part of this Manual.
B) In cases where property slopes down from the street, the driveway shall be
constructed in such a manner as to raise the driveway to a height equal to
the top of the curb at the right -of -way line or at a more appropriate point,
as determined by the City Engineer, before the down slope or up slope of
the driveway begins. See the Typical City Details attached as part of this
Manual.
C) The driveway shall be designed so that approach, ramp and departure
angles do not exceed the maximum as determined by the appropriate
design vehicle.
2/20/2012 4 of 6 ARTICLE 25
Single Family Residential Driveway - Design Vehicle - Passenger Car
D) All curb cuts shall consist of a 6 inch raised or flush header curb for non -
concrete approaches from the point of curvature to the point of tangency
on each side of the driveway, except in locations where the accessed road
is constructed with an existing swale, then a flush concrete header curb
shall be provided.
25.04.05 Construction Specifications
A) All driveways shall be constructed in conformance to the plans and
specifications approved by the City Engineer.
B) Concrete for the construction of the driveway approaches (the portion of
the driveway in the right -of -way) shall be at least 3,000 psi concrete and at
least 6 inches in thickness and shall utilize 6 x 6 WWF installed on proper
benching. Fiber reinforced concrete mixture conforming to the standards
of ASTM C1116 may be used in addition to the WWF if desired. Break
and expansion joints shall be installed at the property line.
C) Concrete for the construction of curbs shall be at least 3,000 psi concrete.
D) Subgrade of driveways, driveway approaches, and curbs shall be
compacted to a minimum density of 98% of the maximum density as
determined by AASHTO T -180.
Section 25.05 HANDICAP RAMPS
Handicap ramps shall be constructed for all sidewalks /bikepaths at their
intersection with a driveway. All handicap ramps shall be constructed in
accordance with ARTICLE 19 of this Manual.
Section 25.06 EXISTING DRIVEWAYS AND ACCESS POINTS
A) Existing driveways shall not be relocated, altered, or reconstructed without
a permit approving the relocation, alteration, or reconstruction, and such
driveway shall be subject to the provisions of this Section.
B) When the use of any driveway is discontinued, the Owner /Developer(s) of
the abutting property shall, at the Owners'/Developers' own expense,
remove the driveway and replace all curbs, gutters, sidewalks /bikepaths,
swales, and grass areas:
2/20/2012 5 of 6 ARTICLE 25
All Other Driveways - Design Vehicle - Emergency Fire Apparatus
C) When the use, building size or ownership of any property with a
driveway(s) is changed, the Owner /Developer(s) of the subject property
shall reconstruct the driveway in conformance with City Standards.
D) If an existing driveway becomes a hazard to the driving or pedestrian
public using the public facilities within the public right -of -way, the City
Engineer may require reconstruction, relocation, or removal of said
driveway. Proper notice shall be made to the property Owner as required
by law.
2/20/2012 6 of 6 ARTICLE 25
ARTICLE 26
UTILITY LINE INSTALLATION REQUIREMENTS
Index 26.01 JACK AND BORE OPERATIONS
26.02 PRESSURE PIPE RESTRAINT
26.03 PRESSURE CONNECTION
BACK TO TABLE OF CONTENTS
Section 26.01 JACK AND BORE OPERATIONS
26.01.01 General
The installation of a casing pipe by the method of jacking and boring shall be
covered by these Specifications. The overall work scope shall include, but not be
limited to, jacking and boring pits and equipment, sheeting, steel casing pipe,
skids, steel straps, coatings, location signs as required, miscellaneous
appurtenances, and restoration to complete the entire work as specified in the
Typical City Details attached as part of this Manual. Jack and bore operations
shall be performed within the right -of -way and /or easements shown on the
Drawings.
26.01.02 Pipe Material
A) Steel Casing
4"
14
.250"
6"
16"
.250"
8"
18"
.250"
10"
20"
.250"
12"
24"
.250
16"
28"
.312"
18"
30"
.312"
20"
34"
.375"
24"
36"
.375"
Field and shop welds of the casing pipes shall conform with the American
Welding Society (AWS) standard Specifications. Field welds shall be complete
penetration, single -bevel groove type joints. Welds shall be airtight and
continuous over the entire circumference of the pipe and shall not increase the
outside pipe diameter by more than 3 /4 inch.
2/20/2012 1 of 7 ARTICLE 26
Steel casings shall conform to the requirements of ASTM A -139 (straight seam
pipe only) Grade `B" with a minimum yield strength of 35,000 psi. The casing
pipes shall have the minimum nominal diameter and wall thickness as shown on
the following table:
B) Carrier Pipe
The carrier pipe shall be minimum pipe as described in sequential ARTICLES per
the appropriate application with all joints restrained. Ductile iron pipe shall
comply with the specification outlined in this Manual.
26.01.03 hlspection
All casing pipe to be installed may be inspected at the site of manufacture for
compliance with these Specifications by an independent laboratory selected and
paid for by the City. The manufacturer's cooperation shall be required in these
inspections.
All casing pipe shall be subjected to a careful inspection prior to being installed.
If the pipe fails to meet the Specifications it shall be removed and replaced with a
satisfactory replacement at no additional expense to the City.
26.01.04 Other Jurisdictions
For casing pipe crossings under roadways, railroads, or other installations not
within the jurisdiction of the City, the Contractor shall comply with the
regulations of said authority in regard to design, specifications and construction.
26.01.05 Workmanship
A) The jack and bore operations shall be done simultaneously with
continuous installation until the casing pipe is in final position. Correct
line and grade shall be carefully maintained. Add -on sections of casing
pipe shall be full -ring welded to the preceding length, development water-
tight total pipe strength joints. The casing installation shall produce no
upheaval, settlement, cracking, movement or distortion of the existing
roadbed or other facilities. Following placement of the carrier pipe within
the steel casing, masonry plugs are to be installed at each open end.
Casing pipe and welds shall be asphaltic coated using Koppers 300M or
equal with a minimum final dry thickness of 20 mils.
B) Casing pipe holes shall be mechanically bored through the soil by a
cutting head on a continuous auger mounted inside the pipe. The auger
shall extend a minimum distance beyond the end of the pipe casing to
preclude formation of voids outside of the pipe shell.
C) Required jacking and boring pits or shafts shall be excavated and
maintained to the minimum dimension. Said excavations shall be
adequately barricaded, sheeted, braced and dewatered as required.
2/20/2012 2 of 7 ARTICLE 26
26.01.06 Pipe Handling
Care shall be taken in loading, transporting and unloading to prevent injury to the
pipe or coatings. Pipe shall not be dropped. All pipe shall be examined before
laying, and no piece shall be installed which is found to be defective. Any
damage to the pipe or coatings shall be repaired to the satisfaction of the City.
26.01.07 Work Coordination
It shall be the Contractor's responsibility to perform the jack and bore work in
strict conformance with the requirements of the agency in whose right -of -way or
easement the work is being performed. Any special requirements of the agency,
such as insurance, flagmen, etc., shall be strictly adhered to during the
performance of work. The special requirements shall be performed by the
Contractor at no additional cost to the City.
26.01.08 Dewaterina
Dewatering through the casing during construction shall not be permitted. All
dewatering methods shall be approved by the City before construction work
begins.
26.01.09 Carrier Pipe Support
The carrier pipes shall be supported within the casing pipes so that the pipe bells
do not rest directly on the casing. The load of the carrier pipes shall be distributed
along the casing by casing spacers. Casing spacers shall be bolt on style split
shells made of either T -304 stainless steel or fusion coated steel (a minimum
0.010 inch thick coating of PVC shall be provided over the entire band). The shell
shall be lined with a PVC liner 0.090 inch thick with 85 -90 Durometer. All nuts
and bolts shall be high strength, low alloy meeting AWWA C -111. Runners shall
be made of a high molecular weight polymer with inherent high abrasion
resistance and a low coefficient of friction.
26.01.10 Jackin Pits
Excavation adjacent to the roads shall be performed in a manner to adequately
support the roads. Bracing, shoring, sheeting or other supports shall be installed as
needed. Contractor shall install suitable reaction blocks for the jacks as required.
Jacking operations shall be continuous and precautions shall be taken to avoid
interruptions which might cause the casing to "freeze" in place. Upon completion
of jacking operations, the reaction blocks, braces, and all other associated
construction materials shall be completely removed from the site.
Adjust to the roads creating a drop -off hazard as described in the MOT PPM or
Greenbook — Jacking Pits shall be adequately protected meeting MOT standards.
2/20/2012 3 of 7 ARTICLE 26
26.01.11 Miscellaneous Requirements
Correct line and grade shall be carefully maintained. Earth within the casing shall
not be removed too close to the cutting edge in order to prevent the formation of
voids outside the casing. If voids are formed, they shall be satisfactorily filled
with grout by pumping.
The sections of steel casing shall be field welded in accordance with the
applicable portions of AWWA C -206 and AWS D -7.0 for field welded pipe
joints. Contractor shall wire brush the welded joints and paint with a primer. After
completion of jacking, Contractor shall clean the interior of the casing of all
excess material. Refer to Approved Manufacturer's List for acceptable products.
The annular space between the carrier pipe and casing shall be filled with clean
sand, if required. Masonry plugs are to be installed at each open end of the casing.
Plugs shall be suitable for restraining the earth load while allowing drainage of
the casing.
Section 26.02 PRESSURE PIPE RESTRAINT
26.02.01 General
Pressure pipe fittings and other items requiring restraint shall be braced with
restraining assemblies as specified in this Manual.
All pressure pipe and fittings shall be restrained as specified in this Manual,
preventing movement of lines under pressure at bends, tees, caps, valves, hydrants
etc. Use of thrust blocks for pressure pipe and fittings 16 inches and larger shall
not be allowed. Ductile iron pressure pipe and fittings 12 inches and smaller may
be restrained following the criteria established in this Manual.
26.02.02 Thrust Block Construction
Thrust blocks shall not be typical and shall only be used when the City Engineer
deems it a hardship or good engineering standards deem it necessary because
restraining assemblies are impractical or insufficient. If thrust blocks are used, a
thrust block table meeting City standards shall be provided by the Design
Engineer. Where undisturbed trench walls are not available for thrust blocking,
the Contractor shall furnish additional concrete or install suitable pipe harnesses
or ties designed and manufactured specifically for this purpose. Additional
concrete, harnesses and /or ties shall be approved by the Engineer and the City.
Fittings shall be protected by polyethylene film, minimum 8 mil thick, prior to
placing concrete for thrust block.
Concrete for thrust blocking shall have a minimum compressive strength of 3,000
psi. Concrete shall be placed against undisturbed material and shall not cover
joints, bolts or nuts, or interfere with the removal of any joint. Wooden side forms
shall be provided for thrust blocks where trench conditions require. Thrust blocks
shall be properly set and adequately cured prior to pressurizing the system.
2/20/2012 4 of 7 ARTICLE 26
26.02.03 Restrained Joint Construction
Sections of piping requiring restrained joints shall be constructed using pipe and
fittings with restrained "Locked- type" joints manufactured by the pipe and fitting
manufacturer and the joints shall be capable of holding against withdrawal for line
pressures 50% above the normal working pressure. Mechanical joint ductile iron
pipe retainer glands shall not be permitted. Any restrained joints that allow for
elongation upon pressurization will not be allowed in those locations where the
pipe comes out of the ground.
The minimum number of restrained joints required for resisting forces at fittings
and changes in direction of pipe shall be determined from the length of restrained
pipe on each side of fittings and changes in direction necessary to develop
adequate resisting friction with the soil.
The required lengths of restrained joint ductile iron pipe shall be determined by
the Engineer and shown in a tabular form as depicted on the "Restrained Pipe
Table" in the Typical City Details attached as part of this Manual. All calculations
shall be based on the method outlined in the publication entitled "Thrust Restraint
Design for Ductile Iron Pipe ", latest edition (DIPRA).
Wherever two 45' bends are used in place of a 90' bend and the minimum
restrained joints required from one 45' bend extend beyond the other 45 bend, the
two 45' bends will be considered as though a 90' bend were located midway
between the two 45' bends.
26.02.04 Mechanical Restraining Devices
Mechanical restraining devices as specified herein may be substituted for the
restrained "Locked- Type" joints manufactured by the ductile iron pipe and fitting
manufacturer. The required lengths of restrained joint ductile iron pipe shall be
determined by the Engineer and shown in a tabular form as depicted on the
"Restrained Pipe Table" in the Typical City Details attached as part of this
Manual.
Mechanical joint restraint shall be incorporated in the design of the follower gland
and shall include a restraining mechanism which, when actuated, imparts multiple
wedging action against the pipe, increasing its resistance as the pressure increases.
Flexibility of the joint shall be maintained after burial. Glands shall be
manufactured of ductile iron conforming to ASTM A -536. Restraining devices
shall be of ductile iron heat treated to a minimum hardness of 370 BHN.
Dimensions of the gland shall be such that it can be used with the standardized
mechanical joint bell and tee -head bolts conforming to ANSI A -21.11 and
ANSUAWWA C- 153/A- 21.53. Twist -off nuts shall be used to insure proper
actuating of the restraining devices.
The mechanical joint restraint device shall have a working pressure of at least 250
psi with a minimum safety factor of 2 to 1.
2/20/2012 5 of 7 ARTICLE 26
Section 26.03 PRESSURE CONNECTION
26.03.01 General
Installations of pressure connections 4 inches and larger shall be made in
accordance with this Section.
26.03.02 Tapping Sleeves
Tapping sleeves shall be mechanical joint sleeves or fabricated steel sleeves as
specified below. All pressure connections to asbestos cement pipe and all "size on
size" taps shall utilize full body mechanical joint sleeves.
A) Mechanical Joint Sleeves
Sleeves shall be cast of gray -iron or ductile -iron and have an outlet flange
with the dimensions of the Class 125 flanges shown in ANSI B -16.1
properly recessed for tapping valve. Glands shall be gray -iron or ductile
iron. Gaskets shall be vulcanized natural or synthetic rubber. Bolts and
nuts shall comply with ANSUAW WA C- 111 /A- 21.11. Sleeves shall be
capable of withstanding a 200 psi working pressure.
B) Steel Tapping Sleeves
Sleeves shall be fabricated of stainless steel. Outlet flange shall meet
AWWA C -207, Class "D" ANSI 150 lb drilling and be properly recessed
for the tapping valve. Bolts and nuts shall be high strength low alloy steel
to AWWA C -111 (ANSI A- 21.11). Gasket shall be a full circumferential
gasket be vulcanized natural or synthetic rubber.
26.03.03 Tapping Valves
Tapping valves shall meet the requirements of this Manual except that units shall
be flange by mechanical joint ends. Valves shall be compatible with tapping
sleeves as specified above and specifically designed for pressure connection
operations.
26.03.04 Notification and Connection to Existing Mains
All connections to existing mains shall be made by the Contractor only after the
connection procedure and work scheduling has been reviewed and approved by
the City. The Contractor shall submit a written request to the City a minimum of 5
working days prior to scheduling said connections. In this request, the Contractor
shall outline the following:
A) Points of Connection, fittings to be used, and method of flushing and
disinfection if applicable.
2/20/2012 6 of 7 ARTICLE 26
B) Estimated construction time for said connections.
All connections shall be made only on the agreed upon date and time. If the
Contractor does not initiate and complete the connection work in the agreed upon
manner, the Contractor shall be required to reschedule the said connection by
following the procedure outlined above. The Contractor shall not operate any
valves in the system.
26.03.05 Construction Details
Sufficient length of main shall be exposed to allow for installation of the tapping
sleeve and valve and the operation of the tapping machinery. The main shall be
supported on concrete pedestals or bedding rock at sufficient intervals to properly
carry its own weight, plus the weight of the tapping sleeve, valve and machinery.
Any damage to the main due to improper or insufficient supports shall be repaired
at the Contractor's expense. Adequate restrained joint fittings shall be provided on
the existing main as well as the new main to prevent movement of the installation
when test pressure is applied. Provisions of this Manual shall apply.
The inside of the tapping sleeve and valve, the outside of the main, and the
tapping machine shall be cleaned and swabbed or sprayed with 10% liquid
chlorine prior to beginning installation for water system pressure connections.
After the tapping sleeve has been mounted on the main, the tapping valve shall be
bolted to the outlet flange, making a pressure tight connection. Prior to beginning
the tapping operation, the sleeve and valve shall be pressure tested at 150 psi to
ensure that no leakage will occur.
For pressure connections through 12 inch diameter or less the minimum diameter
cut shall be %2 inch less than the nominal diameter of the pipe to be attached. For
14 inch through 20 inch installations the minimum diameter shall be 1 %2 inches
less; for larger taps the allowable minimum diameter shall be 2 to 3 inches less
than the nominal diameter of the pipe being attached. After the tapping procedure
is complete the Contractor shall submit the coupon to the City.
For pressure connections to wastewater force mains the tapping valve shall be
placed horizontally. After the tapping procedure is complete a plug valve shall be
attached to the tapping valve. The tapping valve shall be left in the open position
prior to backfilling.
2/20/2012 7 of 7 ARTICLE 26
R JCLE 27
% RT I. i Jl am .. - 3
Index
27.01
GENERAL
27.02
DESIGN STANDARDS
27.03
MANHOLES
27.04
SERVICE CONNECTIONS
27.0-5
LINE LOCATIONS
27.06
GREASE TRAPS
BACk F0 FABLE OF CON I FNA 1 ) ,
Section
27.01 GENERAL
The following design criteria shall pertain to the general requirements of all
sanitary manholes, gravity sanitary sewers, lift stations, and force mains.
Additionally, the Water Environmental Federation (WEF), Manual of Practice
No. 9, entitled "Design and Construction of Sanitary and Storm Sewers ", latest
edition, may generally be used as a design guide, if not in conflict with State,
local, or other regulatory agency requirements or with any material presented
herein.
27.01.01 Type of Sewers
The City will approve Plans for new sewer systems and extensions only when
designed as separate systems in which precipitation, runoff and groundwater are
excluded.
27.01.02 Design Period
Sewer systems shall be designed for the estimated ultimate tributary population as
derived for the City's approved future land uses or as delineated in the approved
City of Ocoee Wastewater Master Plan, latest edition, except when considering
parts of the systems that can be readily increased in capacity.
27.01.03 Location
Gravity sewers shall be located in dedicated rights -of -way or utility easements.
Whenever possible, sewers shall be located under pavement in dedicated rights -
of -way. All sewers located outside of dedicated rights -of -way shall require a
minimum 20' easement. If a gravity sewer is located adjacent to a road right -of-
way, a minimum 10' easement shall be provided. Additional easement widths
shall be provided if the pipe size or depth of cover so dictate. No gravity sewers
shall be placed under retention ponds, tennis courts, or other structures. In
general, gravity sewers shall not be located alongside of rear lot lines. Placement
of a gravity sewer alongside a rear lot line may be allowed on a case -by -case basis
if such a sewer configuration results in efficient placement and utilization of the
sewer system. These criteria shall also apply to sewer placement in retention pond
berms. In any event, no manholes shall be placed alongside of rear lot lines.
2/20/2012 1 of 5 ARTICLE 27
27.01.04 Design Calculations
Design Engineer shall submit signed, sealed and dated design calculations with
the plans for all sewer projects. Calculations shall show that sewers will have
sufficient hydraulic capacity to transport all design flows. In lieu of calculation,
the Design Engineer may submit design computer model and associated
information including inputs, assumption, model run result(s) that indicate system
is designed to comply with City requirements and signed and sealed design report.
Model shall be integrated into City model for simulations.
Section 27.02 DESIGN STANDARDS
Sanitary sewer force mains and gravity design shall specifically be in accordance
with ARTICLE 28 and ARTICLE 29 of this Manual.
27.02.01 Average Daily Flow (ADF)
The average daily flow is the standard base reference in the design of all
wastewater systems. It represents the annual average daily flow of wastewater
generation. All service area generators such as domestic, commercial,
institutional, and industrial shall be included in the determination of the total
average daily flow. Either per capita unit flows, fixture unit methods, and /or
historical flows shall be used by the designer in determining the ultimate project
flow in accordance with those rates currently in effect and available at the City of
Ocoee.
27.02.02 Peak Flow
The peak flow is used in the design of all wastewater systems. It is the product of
a peaking factor and the average daily flow. The peaking factor is a ratio of the
average daily flow and the peak discharge, occurring during the maximum daily
flow of the year. The selection of the peaking factor is based upon the following
table for flows (ADF) up to 3.0 MGD. Peaking factors for flows with larger
average daily flows will be evaluated by the Engineer on an individual basis.
0.000 -0.100 4.0
0.101 -0.300 3.5
0.301 -0.900 3.0
0.901 -3.000 2.5
2/20/2012 2 of 5 ARTICLE 27
Section 27.03 MANHOLES
27.03.01 General
Manholes shall be in accordance with ARTICLE 17 and per the latest revision of
the City's Typical City Details. Manholes shall be precast concrete with integral
slab and lower ring, or be poured -in -place concrete slab with precast ring wall, or
be of all fiberglass construction meeting ASTM D -3753 standards.
27.03.02 Location
Manholes shall be installed at the end of each gravity sewer; at all changes in
grade, size or alignment; at all sewer intersections; and at distances not greater
than 400 feet. When Private sewer systems must be separated from the City sewer
system, a manhole shall be required at change of ownership.
27.03.03 Manhole Base
Bottom slabs for fiberglass and poured -in -place manholes shall be a minimum of
8" thick and reinforced with No. 4 bars at 9" on centers. Precast manholes shall
be in accordance with FDOT Standard Specifications. All bases shall have proper
lifting hooks in the bottom slabs (minimum of 3). There shall be no penetrating
lifting holes on any structures, and no holes shall be allowed within 6" of any
joint on structures.
27.03.04 Rings and Covers
See Atricle 16 Section 16.11 for more rings and covers details
27.03.05 Top Elevation
Precast manhole tops shall be adjustable between 6" and 12" by means of solid
clay bricks or precast grade rings laid in mortar. Vertical walls of manhole
entrances shall not exceed 18" in length, including the ring and cover.
27.03.06 Coatin
Typical coating for concrete sanitary manholes shall be coated, at a minimum,
with coal tar epoxy. All manholes with drop connections, force main
connections, receiving manholes and large manholes shall be coated with spray on
Green Monster TM Liner at a 90 to 110 mil thickness or approved equal. This work
shall be accomplished prior to TV inspection.
27.03.07 Joint Sealer
A pre - formed plastic joint sealer shall be required. All exterior joints shall be
sealed with approved rapid seal tape with a minimum of 8" width.
2/20/2012 3 of 5 ARTICLE 27
27.03.08 Connections to Manholes
Connections shall be as specified in the Typical City Details attached as part of
this Manual. Connections shall be made with a wall penetration boot. The
specific manufacturer and model are as listed in the approved materials list. Space
between boot and pipe OD shall be filled with appropriately sized cavity O -ring.
Clay pipe shall have a short nipple (18" or 24 ") between the manhole fitting and
the first full length of pipe. All openings for pipes into existing structures shall be
made by cutting with a power driven circular coring machine.
27.03.09 Non - Shrink Mortar
All holes in manholes and wet wells shall be thoroughly plugged with an
approved non - shrinking mortar, applied and cured in strict conformance with the
manufacturer's recommendations. The mortar shall be finished smooth and flush
with the adjoining interior and exterior manhole and wet well wall surfaces. When
mortar is set, coat with an approved coating as listed in the approved materials
list.
27.03.10 Stubs and Stoppers
Pipe stoppers shall be installed in all manhole stubs. When connecting to an
existing stub and prior to removing the existing stopper, brick the inside opening
to prevent any flow until the new system has been tested and cleaned. The brick
shall not be removed until the final inspection.
27.03.11 Bulkheading Stub Channels
The downstream end of all outlets in the manholes of sub - out - channels not in use
shall be bulkheaded to prevent the creation of a septic condition resulting from
ponding of sewage or debris.
Section 27.04 SERVICE CONNECTIONS
27.04.01 General
Service connections connecting the gravity sewer to the house or establishment
being served, shall be through a lateral and miscellaneous appurtenances, all as
specified in the Typical City Details attached as part of this Manual.
27.04.02 Size and Length
Service laterals and fittings shall be a minimum of 6" in diameter and shall be less
than 100' in length.
27.04.03 Slope
Service laterals shall have a minimum slope of 1 %.
2/20/2012 4 of 5 ARTICLE 27
27.04.04 Connection
In general, service laterals shall not be allowed to discharge into sanitary
manholes, except at terminal manholes. A case -by -case exception to this
requirement may be allowed if the lateral discharges at the same elevation as the
manhole invert.
Section 27.0> LINE LOCATIONS
A) Mains shall be installed in the center of paved right -of -way on new
construction.
B) Where sewers are to be installed in existing paved areas, mains may be
installed in unpaved portions of the right -of -way. All utility lines to be
dedicated to the public, located outside of dedicated rights -of -way, shall
require a minimum 20' easement. If a utility line to be dedicated to the
public is located adjacent to a road right -of -way, a minimum 10' easement
shall be provided. Additional easement widths shall be provided if the pipe
size or depth of cover so dictates.
C) Mains shall not be allowed inside of back lot easements unless approved
by the Engineering Department prior to construction.
D) Mains shall not be installed beneath canals, retention areas, or swales
without prior approval of the Engineering Department. Any lines in these
areas must be installed within a pipe casing that extends the full length of
the body being crossed.
2/20/2012 5 of 5 ARTICLE 27
ARTICLE 28
Index 28.01
28.02
28.03
28.04
28.05
28.06
28.07
28.08
28.09
28.10
GRAVITY SANITARY SEWERS
GENERAL
DESIGN CRITERIA
MATERIALS
INSTALLATION
CONNECTIONS
TESTING
TESTING PRIOR TO RESURFACING
FINAL INSPECTION
GREASE INTERCEPTORS
IDENTIFICATION
BACK TO TABLE OF CONTENTS
Section 28.01 GENERAL
This ARTICLE shall govern the design and construction of gravity sewer mains,
service laterals, manholes, stoppers, and other appurtenances.
Pipe used in gravity sewer construction shall be polyvinyl chloride (PVC) or
ductile iron pipe with an approved interior coating /lining (DIP). Alternate pipe
material use may be allowed if prior approval is obtained from the City Engineer.
Where reference is made to an ASTM, ANSI or AASHTO designation, it shall be
the latest revision.
The Contractor shall be responsible for all materials furnished and storage of
same until the date of substantial completion. At the Contractor's expense, all
materials found to be defective or damaged in handling or storage shall be
replaced. The Contractor shall, if requested by the City, furnish certificates,
affidavits of compliance, test reports, or samples for check analysis for any of the
materials specified herein. All pipe delivered to project site for installation is
subject to random testing for compliance with the designated Specifications.
Section 28.02 DESIGN CRITERIA
A) Design Flow: Sewers of 15" in diameter and less shall be designed to not
exceed 1 /2 pipe depth full at peak design flow. Sewers greater than 15"
shall be designed to not exceed 3 /4 pipe depth full at peak design flow.
B) Minimum diameter
1) Main Sewer - 8 inches.
2) Single lateral - 6 inches.
3) Commercial user lateral - 6 inches.
4) Multi - Family user lateral - 6 inches.
2/20/2012 1 of 19 ARTICLE 28
C) Velocity in pipes
1) Minimum - 2 feet per second. (At the design flow)
2) Maximum - 7 feet per second.
D) Minimum Cover
The minimum cover over gravity sewers shall be no less than 3 feet,
calculated from the finished grade. Exceptions to this requirement may be
made for a short length of pipe where structural considerations are
incorporated in the design.
E) Roughness Coefficient: For Manning's formula use an "n" value of 0.012
for PVC and 0.013 for other pipe materials.
F)
Slopes slightly less than those required for the velocity of 2.0 feet per
second may be permitted under special conditions, when pipe is flowing
full, if detailed justifiable reasons are given. Such decreased slopes shall
only be considered where the depth of flow will be 0.3 of the diameter or
greater for design average flow. Whenever such decreased slopes are
selected, the Developer's Engineer must furnish computations of the
depths of flow in such pipes at minimum, average, and peak rates of flow.
Sewers shall be laid with uniform slope between manholes.
G) Size and Alignments
Size conversion between manholes shall not be allowed. All sewers shall
be laid with straight alignments between manholes.
2/20/2012 2 of 19 ARTICLE 28
Minimum Slope versus Pipe Diameter
H) Additional Requirements
Main drain and back wash systems for pools, spas and storm drain systems
shall not connect to the gravity sewer system.
In general, all sewer extensions for future connections shall terminate at a
manhole. The City may allow such extensions without a terminal manhole on a
case -by -case basis subject to all of the following conditions:
A) Total sewer extension length shall be limited to 50 feet.
B) Sewer extension location at the initiating manhole shall be plugged to the
satisfaction of the City.
C) Such sewer extensions shall not be a part of the accepted sewer facilities.
This shall be clearly delineated on the plans.
D) All such sewer extensions shall be inspected and accepted as part of the
future construction phase.
Section 28.03 MATERIALS
28.03.01 PVC Gravity Sewer Pipe
PVC Gravity Sewer Pipe (4" to 15 "), ASTM D -3034, SDR 35. Uniform
minimum "pipe stiffness" at 5% deflection shall be 46 psi. When the average
depth of cover of the gravity sewer pipe is 12' or greater, SDR 26 PVC pipe shall
be installed. The joints shall be integral bell elastomeric gasket joints
manufactured in accordance with ASTM D -3212 and ASTM F -477. Applicable
UNI -Bell Plastic Pipe Association standard is UNI -B -4.
PVC Gravity Sewer Pipe (18" to 27 "), ASTM F -679, SDR 35. Uniform minimum
"pipe stiffness" at 5% deflection shall be 46 psi. When the average depth of cover
of the gravity sewer pipe is 12' or greater, SDR 26 PVC pipe shall be installed.
The joints shall be integral bell elastomeric gasket joints manufactured in
accordance with ASTM D -3212 and ASTM F -477. Applicable UNI -Bell Plastic
Pipe Association standard is UNI -B -7.
All PVC pipe shall bear the NSF -DW seal. The minimum standard length of pipe
shall be 13 feet.
2/20/2012 3 of 19 ARTICLE 28
28.03.02 DIP Gravity Sewer Pipe
The use of Ductile Iron Pipe (DIP) shall be limited to specific uses and shall be
approved by the City Engineer. DIP shall conform to ANSI /AWWA A- 21.51/C-
151, class thickness designed per ANSI /AWWA A- 21.50/C -150, with mechanical
or push -on joints. An interior protective lining of Protecto 401 shall be provided
with a minimum dry thickness of 40 mils or equivalent. DIP gravity sewers,
where called for by the City, shall be wrapped with polyethylene film, AWWA C-
105. (See approved Manufacturer's List attached as part of this Manual.) The
minimum standard length of pipe shall be 18 feet.
28.03.03 Coatings and Linings (Iron Pipe)
All ductile iron pipe and fittings shall have an interior protective coating of
Protecto 401 in accordance with the manufacturers recommendations. Interior
coating shall be holiday free and holiday tested in accordance with ASTM G -62
and ASTM D5162.
Polyethylene Encasement, where required, shall be per ANSI A -21.5 (AWWA C-
105). If Exterior polyethylene encasement is not required, the pipe exterior shall
be bituminous coated.
28.03.04 Non - Shrink Mortar
All holes in manholes and wet wells shall be thoroughly plugged with an
approved non - shrinking mortar, applied and cured in strict conformance with the
manufacturer's recommendations. The mortar shall be finished smooth and flush
with the adjoining interior and exterior manhole and wet well wall surfaces. When
mortar is set coat with an approved coating material. For manholes and wet wells
with sprayed on liners, treatment of exposed mortar shall follow manufacturer's
recommendations.
28.03.05 Sanitary Manholes
Sanitary manholes shall be in accordance with ARTICLES 17 and 27 of this
Manual.
Section 28.04 INSTALLATION
28.04.01 General
Trench excavating and backfill including sheeting and bracing, dewatering,
bedding and foundation, and furnishing and disposal of materials shall be
performed in such a manner as to promote the safe and expedient execution of the
work and in all cases shall conform to the requirements of OSHA CFR 1926
Subpart P for trench safety.
2/20/2012 4 of 19 ARTICLE 28
28.04.02 Pipeline Trenching
A) Excavation of trenches shall not advance more than 50 feet ahead of
completed pipe installation, except as approved by the City Engineer or
his Designee.
B) Excavation in close proximity to existing utilities shall be performed in a
manner to prevent damage. Representatives of utilities shall be contacted
for assistance in locating buried lines.
C) All excavations should be made by open cut unless otherwise indicated
in this Manual. See the Typical City Details attached as part of this
Manual.
28.04.03 Sheeting, Shoring, and Bracing
Furnish, install, and maintain sheeting, bracing, and shoring support required to
keep excavations within the easement or right -of -way, to support the sides of the
excavation, and to prevent any movement which may damage adjacent pavements
or structures, damage or delay the work, or endanger life and health. Voids
outside the supports shall be immediately filled and compacted. Sheeting,
bracing, and shoring to be used shall be designed by a Florida Registered
Professional Engineer.
28.04.04 Dewatering and Drainage
At all times during construction keep excavations free from standing water.
Sumps, if required, shall be located outside of load bearing areas so the bearing
surfaces will not be disturbed. Water pumped from the excavation shall be
discharged to prevent re -entry into the soil strata being dewatered. Water
containing material such as silt in suspension or solids shall not be pumped into
sewer lines or adjacent streams. The method of disposing of water pumped from
the excavation shall be approved by the City Engineer or his Designee prior to
actual disposal. Dewatering discharges shall comply with all Regulatory Agency
Requirements.
28.04.05 Stabilization
If portions of the bottom of trenches or excavations consist of material unstable to
such a degree that, in the opinion of the City Engineer, it cannot adequately
support the pipe or structure, the bottom of the trench or excavation shall be over -
excavated and stabilized with approved coarse granular stabilization material.
Depth of stabilization shall be sufficient to provide unyielding Surface or a min
thickness of 6 as directed by the City Engineer or his Designee.
2/20/2012 5 of 19 ARTICLE 28
28.04.06 Bedding of Piping
A) General
1) Haunching is defined as the shaped and tamped granular material
which extends from the pipe bedding to the spring line of the pipe.
Cover is defined as the compacted material which protects and
covers piping, and which extends from the top of haunching
material to a point F above the top of the pipe. Backfill, as
specified hereafter, is defined as the material extending above the
top of pipe cover to topsoil, paving subgrade, or foundation level.
2) All buried piping shall be continuously bedded and covered, except
where concrete encasement, concrete cradles, or jack and bore are
indicated.
B) Pipe Bedding
Any part of the trench bottom that is excavated below the pipe grade shall
be backfilled to grade with a minimum of 6 inches of granular material
and compacted as required in Section 26.04.07. Bedding materials shall
be limited to Class I or Class lI materials.
C) Pipe Cover
All cover materials shall be clean fill with no debris and carefully
deposited to avoid damage to the pipe and shall be compacted as specified
hereafter.
28.04.07 Trench Backfillina
Backfill shall be granular material or suitable previously excavated pipe trench
material approved for use by the City Engineer. The granular backfill shall be
carefully deposited in uniform lifts as specified below and each lift shall be
wetted adequately as needed to obtain the required compaction density with
vibratory compactors, as specified hereafter.
Unless otherwise indicated or approved by the City Engineer or his Designee, fills
shall be placed in the loose lift thicknesses indicated hereafter and compact to a
dry density, not less than the following percentage of maximum dry density,
determined by the Modified Proctor Test, ASTM D -1557, unless otherwise noted.
2/20/2012 6 of 19 ARTICLE 28
28.04.08 Pipe Laying and Jointing
Gravity sewers shall be laid in the dry to the elevations and slopes shown on the
approved construction drawings. Laser equipment shall be used to provide line
and grade. Surveying equipment shall be used to set the laser. The laser
equipment shall have a slope indicator to facilitate checking by both the pipe -
laying foreman and the City Engineer. Since most gravity sewers are laid with
extremely flat slopes, zero tolerance for errors in line and grade will be allowed.
Upon completion of the work, the lines shall be cleaned, with all debris removed
at downstream manhole. Each section of pipe shall be TV inspected to indicate
any pipe defects such as bellies or other deformities, and, if necessary, shall be
taken up and re -laid to provide the correct line and grade. Special attention shall
be given to the requirement that the pipe be laid in a dry trench with properly
compacted bedding and backfill. The pipe shall be laid with the spigot ends
pointing in the direction of flow, starting at the lowest point. Joint contact
surfaces shall be cleaned immediately prior to jointing. Lubricants, primers, or
adhesives shall be used as recommended by the joint manufacturer. The
minimum allowable cover for gravity sewers shall be 3 feet from the top of the
pipe to the finished grade. However, should this depth not be feasible, where
grade depressions along the alignment are unavoidable, ductile iron pipe shall be
provided within the limits of the lesser cover. In no case shall the pipe cover be
less than 18 inches, and any deviations from 3 feet of cover shall be approved in
writing by the City Engineer. Pipes shall be installed to the alignment and grade
as shown on the approved plans.
28.04.09 Branches
Wye branches are to be installed in conjunction with the laying of sewer pipe.
Wyes to serve all existing and future dwelling units shall be installed. The
longitudinal barrel of branch fittings shall conform to the line and grade, diameter,
and quality of the sewer main. All service laterals shall be perpendicular to the
longitudinal axis of the pipe.
28.04.10 Laterals
Laterals shall be extended to and located between 3 and 4 feet below the right -of-
way line's finished grade, with a 6" clean out as near to right -of -way line as
permitted. No double service laterals allowed for single or duplex homes.
Laterals shall run in the most direct route and perpendicular to the sewer main at a
minimum grade of 1% from the main to the right -of -way line. A wye branch
fitting for each service line shall be provided. Double wyes are not acceptable.
All laterals and service wyes at the last joint shall be plugged and securely sealed
to withstand the internal pressure of leakage or air pressure testing. The plug
shall be capable of removal without injury to the socket. An S shall be saw cut
and painted green in the top of the curb directly over the lateral location. If
curbing is not part of the work, a 4" x 4" x 3' wooden stake shall be painted green
and installed at the end of the connection. Clean -out caps shall be of the inverted
hex -nut type. If required by the City Engineer or his Designee, the terminal ends
of laterals shall be marked by electronic location devices that are compatible with
City owned equipment. Cleanouts shall not be permitted in driveways.
2/20/2012 7 Of 19 ARTICLE 28
28.04.11 Protection of Water System Crossings
1. Separation of Water Mains and Sewers:
A. Separation of potable water, reclaimed water, storm and sewer
systems shall comply with FDEP regulations and STANDARD
DRAWINGS
B. Water pipes shall not pass through any part of a storm sewer or
manhole. A three -foot minimum separation from storm water
structures shall be maintained to facilitate maintenance and
operation.
2. Compliance with F.A.C.Rule 62- 555.314 shall be met as a minimum.
3. If required by the City Engineer, cathodic protection shall be provided.
28.04.12 Downstream Protection
Dirt and debris collected in the pipe during construction shall not be flushed
downstream. The open end of pipe shall be closed daily to prevent foreign matter
from entering.
Section 28.0 CONNECTIONS
28.05.01 Transition Connections
Where pipes of alternate materials (VC to Cl, etc.) are to be connected between
manholes, suitable approved transition couplings shall be installed. Specially
designed units may be submitted for approval. Concrete collars are not
acceptable.
28.05.02 Connections to Existing Lines
A collar wye saddle for 4 inch and 6 inch diameter connections to existing sewer
lines shall be used. The existing line shall be cut using a template to accomplish a
true and clean opening for the saddle. Gasketed saddles with stainless steel straps
shall be used, where available from the manufacturer. The sewer main shall be
protected and cleaned of debris.
28.05.03 Tall Riser Connections
Connections shall be provided, as specified in the Typical City Details attached as
part of this Manual, where the depth of the sewer main invert exceeds 10 feet
below the finished grade of the street, unless otherwise required by the City
Engineer or his Designee. Lateral connections shall be made by individual single
wyes. Double wyes for connection are not permitted. One tall riser connection
may service no more than 2 connections, 1 to each side.
2/20/2012 8 Of 19 ARTICLE 28
28.05.04 Connections to Manholes
Connections shall be as specified in the Typical City Details attached as part of
this Manual. Connections shall be made with a Kor- N- Seal /A -Lock type or equal
wall penetration boot. Space between boot and pipe OD shall be filled with
appropriately sized cavity O -ring. Clay pipe shall have a short nipple (18 inch or
24 inch) between the manhole fitting and the first full length of pipe. All
openings for pipes into existing structures shall be made by cutting with a power
driven circular coring machine.
28.05.05 Connections to Wet Wells
One joint (18 -20 feet) of ductile iron pipe shall extend outward from the structure.
Perform connections as for manholes.
28.05.06 Conflicting Structures and Protection of Sanitary Sewer at Utility
Crossing
Where it becomes necessary to extend sewers through structures, such as
conflicting manholes, junction boxes, etc., the pipe shall be ductile iron within a
casing pipe with no joints inside the conflicting structure. Where the vertical
separation between sanitary sewer and storm sewer is less than 18 inches, the
sanitary sewer shall be installed as polyethylene lined ductile iron pipe.
Section 28.06 TESTING
28.06.01 PVC Ring Deflection
Maximum diameter ring deflection shall not exceed 5% of the internal pipe
diameter throughout the warranty period when tested by a mandrel. The mandrel
shall be a GO -NO -GO type with an unequal number of runners, minimum of 9,
and a maximum distance between the runners of 2 inches. A gauging ring
certified for each size of pipe inside diameter and the mandrel size shall be as
follows:
10" 9.22
12" 10.98
15" 13.43
Should the test fail, necessary repairs shall be accomplished by the Contractor and
the test repeated until within the established limits. The Contractor shall furnish
the necessary labor, water, and all other items necessary to conduct the required
testing and perform the necessary system repairs required to comply with the
specified test. On pipes detennined to have excessive deflection, the length in
question shall be relayed or replaced.
2/20/2012 9 of 19 ARTICLE 28
8 7.37
28.06.02 Infiltration /Exfiltration
Section
There shall be no detectable level of infiltration or exfiltration from the system at
the time of inspection. Any evidence of exceeding the limits of 28.07.02 must be
corrected prior to acceptance by the City. This includes both line and manholes.
28.07 CCTV INSPECTION STANDARDS
28.07.01 PART 1— GENERAL
28.07.01.01 Scope of Work
A) These specifications cover the testing and inspection for acceptance of
wastewater and storm -water collection and transmission systems.
B) Requests for testing and acceptance of wastewater and storm -water collection
and transmission systems shall be executed in accordance with Article 26 and
Article 32.
C) Gravity Mains:
Shall be inspected with CCTV for alignment, grade variations, separated
pipes, leaks, deflection, cracked, broken or otherwise defective pipe to ensure
overall pipe integrity. The CCTV inspection contractor shall perform the
CCTV inspection(s) and submit the electronic files and report(s) to the City
Engineer as required.
28.07.02 PART 2 - PRODUCTS
28.07.02.01 CCTV Inspection Equipment
The television camera used for the inspection shall be color and one that is
specifically designed and constructed for sanitary sewer inspection. Lighting
for the camera shall be suitable to allow a clear picture of the entire periphery
of the pipe. The camera shall be operative in 100 percent humidity /submerged
conditions. The CCTV camera equipment will provide a view of the pipe
ahead of the equipment and of features to the side of the equipment through
turning and rotation of the lens. The camera shall be capable of tilting at right
angles along the axis of the pipe while panning the camera lens through a full
circle about the circumference of the pipe.
A) Closed Circuit Television Camera:
B) Lateral Video Camera
Lateral cameras may be push type or launched from the sewer main line.
Lateral cameras shall be color, shall be self leveling, and equipped with a
footage counter to provide on screen display of footage measurement.
2/20/2012 10 of 19 ARTICLE 28
C) Video Capture System:
The video recordings of the sewer inspections shall be made using digital
video equipment. The digital recording equipment shall capture sewer
inspection on DVD disks or hard drive, with each sewer reach inspection
recorded as an individual movie file (.MPEG, .MPG, or .WMV) or approved
equal.
1. The video file names will be referenced in the inspection database and in
an inspection report generated in PDF format. The pipeline collection and
real time video capture and data acquisition systems shall be provided.
2. The system shall use the most current PACP compliant application
software and shall be fully object oriented or approved equal. It shall be
capable of printing pipeline inspection reports with captured images of
defects or other related significant visual information on a standard color
printer.
3. The imaging capture system shall store digitized color picture images and
be saved in digital format on a DVD, hard drive or approved equal. Also,
this system shall have the capability to supply the City of Ocoee with
inspection data reports for each line segment.
4. The contractor shall have the ability to store the compressed video files in
industry standard and approved the City of Ocoee format and be
transferable with the PACP compliant inspection database.
5. The contractor's equipment shall have the ability to "Link ". "Linking" is
defined as storing the video time frame code with each observation or
defect with the ability to navigate from /to any previously recorded
observation or defect instantaneously.
6. The system shall be able to produce data reports to include, at a minimum,
all observation points and pertinent data. All data reports shall match the
defect severity codes in accordance with PACP naming conventions
7. The data - sorting program shall be capable of sorting all data stored using
generic sort key and user defined sort fields.
8. Camera footage, date & manhole numbers shall be maintained in real time
and shall be displayed on the video monitor as well as the video character
generators illuminated footage display at the control console.
9. Depth gage: The camera shall have a depth gage or approved method to
measure deflection in the pipe and joint separation approved by the City of
Ocoee.
2/20/2012 11 of 19 ARTICLE 28
28.07.02.02 Gravity Main Inspection CCTV Data
A) CCTV data shall be recorded and saved in MPEG format or Windows Media
video format.
B) CCTV inspections shall use unique identification numbers established and
provided by the City of Ocoee in pipe segment reference, upstream manhole
number and the downstream manhole number fields.
C) The video files will be named in accordance with the City of Ocoee file
naming convention:
Upstream MH ID _ Downstream MH ID _ Inspection Date
(year_ month_day).wi nv.
Example: 39540008_39540007_2009_08 05.wmv
D) Reports shall be submitted in an electronic version (.pdf) generated by the
computer software and shall be consistent with PACP requirements,
observation report with still images; and CCTV inspection results.
1. PACP export pipe inspection database (.mdb) saved on CD -R's, DVD, or
portable hard drives
2. Inspection digital photographs in JPEG format saved on CD -Rs, DVD or
portable hard drives
E) The video file names will be referenced in the inspection database and in an
inspection report generated in PDF format. The pipeline collection and real
time video capture and data acquisition systems shall be provided
F) The system shall use the most current PACP compliant application software
and shall be fully object oriented or approved equal. It shall be capable of
printing pipeline inspection reports with captured images of defects or other
related significant visual information on a standard color printer.
G) The imaging capture system shall store digitized color picture images and be
saved in digital format on a DVD, hard drive or approved equal. Also, this
system shall have the capability to supply the City of Ocoee with inspection
data reports for each line segment.
H) The CONTRACTOR shall have the ability to store the compressed video files
in industry standard and approved the City of Ocoee format and be
transferable with the PACP compliant inspection database.
1) The CONTRACTOR'S equipment shall have the ability to "Link ". "Linking"
is defined as storing the video time frame code with each observation or
defect with the ability to navigate from /to any previously recorded observation
or defect instantaneously.
2/20/2012 12 of 19 ARTICLE 28
J) The system shall be able to produce data reports to include, at a minimum, all
observation points and pertinent data. All data reports shall match the defect
severity codes in accordance with PACP naming conventions
K) The data - sorting program shall be capable of sorting all data stored using
generic sort key and user defined sort fields.
L) Camera footage, date and manhole numbers shall be maintained in real time
and shall be displayed on the video monitor as well as the video character
generators illuminated footage display at the control console.
28.07.03 PART 3 — EXECUTION
28.07.03.01 Gravity Main Requirements Before CCTV Inspection
A) All manhole flow channels and benching per specifications shall be
constructed and coated (if applicable) prior to CCTV inspection.
B) CCTV inspections shall be received, reviewed and approved by the City of
Ocoee prior to installation of pavement.
C) The CONTRACTOR shall clean gravity mains to remove debris and stains
from the pipe prior to televising. Flushing water or debris will not be allowed
to enter pump station wet wells. Water will be pumped from the sewer system
during flushing to an acceptable discharge location. A visual inspection shall
be made and all obstructions removed.
D) Gravity Mains /Pipes that are dirty (dirty walls and/or debris in the inverts)
shall be re-:flushed and cleaned before rescheduling a CCTV inspection. If
necessary, swabbing may be required of specific sections of pipe.
E) The CONTRACTOR shall pass a mandrel through the PVC pipe to confirm if
ring deflection is in excess of five percent (5 %). The base inside diameter
shall be used to determine mandrel size as per ASTM D 3034 and /or
ARTICLE 28.
F) Dewatering systems shall not be operated within 48 hours prior to CCTV
inspection.
G) Backfill from the gravity main to the subgrade shall be compacted and
stabilized for inspection and cleaning vehicle access prior to CCTV.
28.07.03.02 Notification
A) Contractor shall notify the City of Ocoee a minimum of 48 hours prior to
performing any CCTV gravity main inspection work.
2/20/2012 13 of 19 ARTICLE 28
28.07.03.03 Televising of Gravity Mains
A) Wherever possible, gravity mains shall be televised in the downstream
direction.
B) Sufficient water shall be run through each section of main until water runs
through each downstream manhole no more than 24 hours prior to televising.
Lines that are dry or that enough water has not run through to reach the
downstream manhole shall not be televised.
Q Gravity mains shall be televised from manhole to manhole utilizing a 360 -
degree pan and tilt color camera driven through at a moderate rate of speed
not more that 30 feet per min. The camera shall be of the self - propelled tractor
type with a measuring device mounted to the front capable of being read as
the tractor moves and capable of accurately measuring depth of standing water
up to, and including, three inches.
D) Begin video recording at the top of the manhole to see the condition of the
manhole and any pipe that is connected to the manhole. Record going down
into the manhole all the way to the preset footage with continuous recording
until the down stream manhole.
E) Lighting should be set to allow for clear visibility without excessive reflection
and should allow realistic colors to be visible.
F) The iris of the camera should be adjusted to allow for a sharp focused image
and the lens should be kept clean and free of obstructions.
G) The operator should follow the manufacturer's instructions to achieve the
proper color correction.
H) All notes or coded references shall have footages recorded with them
I) The camera should be centered within the pipe.
J) The distance between manhole centers shall be accurate within 0.5 percent.
K) The camera shall be stopped at all laterals adjusted for a clear picture and an
orbital scan of the lateral taken pausing at the invert at the service lateral to
detect dirt or infiltration.
L) All laterals shall be televised when reaching the lateral if a launch type camera
is utilized.
M) The camera shall also be stopped at any suspected or confirmed defects, the
focus properly adjusted and a clear digital video taken.
N) Areas suspected of leaking shall be paused long enough to determine if a leak
exists currently or if deposits have occurred.
2/20/2012 14 of 19 ARTICLE 28
O) A digital photo shall be taken of all areas noted on the report including laterals
and any confirmed or suspected defects.
P) Manholes upstream and downstream shall be measured from rim to invert and
the depth recorded on the inspection header in feet and inches.
Q) Manhole material and defects shall be noted.
R) Manholes that have laterals tied into them shall have sufficient water run
through them and then a CCTV inspection to the property line will be
conducted.
28.07.03.04 CCTV QA/QC Inspection Procedures and Causes for Rejection of
CCTV Work
A) The CONTRACTOR shall submit their Quality Assurance Plan and Quality
Control procedures to the City of Ocoee. The CONTRACTOR shall ensure
data quality and submit the results of the internal quality control checks
performed on submitted data.
28.07.03.05 Gravity Main Inspection CCTV Report
A) The CONTRACTOR will be required to submit the following deliverables on
a weekly basis.
1. Inspection Reports are to include:
a) Inspection session header information (see required fields in Section
2.02 above)
b) Defect log report including photo captures from CCTV video
c) Schematic drawing of pipe showing defects
d) Format: Adobe Acrobat PDF files — 1 report PDF per pipe with the
following
e) File name format: <upstream MH ID >_< downstream MH ID >_ <Date
f) (year_mo — day format) >.PDF
g) Example: 30060002 _30060001_2010_02_16.pdf
B) The CONTRACTOR shall submit quality control forms that include a hard
copy print out of the inspection reports checked with errors and omissions
clearly marked
C) Inspection video files on DVD or portable hard drive, labeled as follows:
DVD/Hard drive Labels - Typed labels shall be attached to the face of each
DVD. The typed index labels shall include the following information:
1. Content (CCTV)
2. Contractor name
2 /20 /2012 15 of 19 ARTICLE 28
3. Purpose of Survey
4. Tributary Pump station number
5. Reaches included (from Manhole Number ## to Manhole Number 49)
6. Date of survey
7. Contract Number / Delivery Order Number (if applicable)
a) Electronic Inspection Data stored and exported in a NASSCO Pipeline
b) Assessment and Certification Program (PACP) compliant Microsoft
Access
c) database (.MDB) version 4.4 delivered on DVD or portable hard drive.
d) hnspection photograph digital files Opeg) indexed to NASSCO PACP
e) compliant database.
28.07.03.06 Causes for Rejection of Gravity Mains
A) The CONTRACTOR shall be required to replace the pipeline if the CCTV
inspection reveals cracked, broken or defective pipe, and /or in the case of
PVC pipe if a ring deflection is in excess of five percent (5 %).
B) Joint separation shall be no greater than one inch between the spigot and bell
of the pipe or as required by the pipe manufacture.
C) No evidence of leakage will be acceptable for private gravity mains
connecting to the City of Ocoee's collection system.
D) Misalignment resulting in vertical sags in excess of 3 /4 will require
replacement of the gravity main.
E) The following NASSCO PACP codes or notes shall be cause for rejection of
gravity sewer systems
PACP coding of "Line" (L) shall be accompanied by a measurement of the
line, grade or angular deviation. Variance of established line and grade at
any point along the length of the pipe shall not be greater than I inch,
provided such variation does not result in a level or reverse sloping invert.
An approved method shall be used to determine this deviation. A PACP
coding of MWLS with a percentage of pipe greater than 12.5% on 8 -inch
sewer, 15% on 10 -inch sewer etc. will be corrected by excavation and
repair.
2. PACP coding of "Infiltration" (I) for pipe joints shall be replaced or the pipe
joint shall be reseated at the joint. Grouting shall not be considered a method
of repair and will not be accepted. Replace the leaking gravity main segment
if there is visible infiltration at any point other than the pipe joint.
3. Any PACP coding in the category of "Structural Family ".
2/20/2012 16 of 19 ARTICLE 28
4. PVC pipe having ID tears will be rejected.
Section
5. PACP condition grading of "OB" (obstruction) in pipe shall be rejected, the
obstruction shall be removed and the line cleaned and re- televised.
28.07.03.07 Acceptance
A) Successful passage of both the leakage test and CCTV inspection is required
before acceptance by the City of Ocoee.
B) Prior to repair or replacement of failed sewer pipe, the method of repair or
replacement shall be submitted to the City of Ocoee for approval. Pressure
grouting of pipe or manholes shall not be considered as an acceptable method
of repair.
28.08 TESTING PRIOR TO SURFACING
28.08.01 * General
All tests shall be completed and accepted by the City Engineer before any trench
or pavement is asphalted. Contractor shall provide all testing equipment and
material. Lines shall be televised to determine if they were acceptably
constructed. Lines to be dedicated to the City and private lines shall be televised
by a reputable company experienced in sewer examination. The Contractor shall
be present to note required corrections, if any, and schedule remedial action prior
to acceptance by the City. In all cases, a stabilized driving surface shall be
prepared to allow access to all manholes by TV inspection trucks. The cost of the
TV inspections shall be borne by the Contractor installing the line.
28.08.02 Test Procedure
A) All gravity sanitary sewer collection lines and manholes, public and
private, which are directly connected to the City collection system shall be
tested to insure the minimal exfiltration of wastewater and infiltration of
groundwater and stormwater. Lines and manholes shall be tested by either
exfiltration and/or infiltration. In the event the exfiltration and /or
infiltration test cannot be taken or is inconclusive, the City Engineer at his
sole discretion may require a low pressure air test of all or portions of the
gravity sewer to be put in service.
B) Line and manholes must be cleaned of all material and meet all other
conditions as described by this ARTICLE before proceeding with a test.
C) Exfiltration Test: Where groundwater at the time of testing is near the
lowest invert of gravity system to be tested, a passing exfiltration test is
required. Exfiltration loss shall not exceed 100 gallons per inch of
diameter of pipe per mile tested after a two (2) hour duration.
2/20/2012 17 of 19 ARTICLE 28
D) Infiltration Test: Test sewer system when piping is submerged in
groundwater above crown of pipes. Infiltration loss shall not exceed 100
gallons per inch diameter of pipe per mile tested after two (2) hours
duration.
E) Measured Loss: Exfiltration or infiltration loss shall be measured by
summing the volumes lost in all test sections of the manholes and pipe.
F) The low pressure air test method shall be in accordance with ASTM
F1417 -90 (most current version). Line must be slowly pressurized to four
(4) psig (10 psig relief valve required) and hold for two (2) minutes and
then slowly release to obtain a pressure to 3.5 psig. Line pressure must
not experience a pressure drop greater than 1 psi during the specified
testing interval per the following table.
8
7:34
298
1.520 x Length
10
9:26
239
2.374 x Length
12
11:20
199
3.418 x Length
15
14:10
159
5.342 x Length
16
15:10
149
6.282 x Length
18
17:00
133
7.692 x Length
In the event no pressure loss is experienced within half the test interval specified, the test can be
discontinued.
G) Test Sections: Test sections shall be divided to ensure proper testing
method. In test sections where groundwater influence cannot be
determined, the City Engineer may require both exfiltration and
infiltration tests.
Section 28.09 FINAL INSPECTION
After all manholes are raised to grade and paving operations are completed, a
final visual inspection shall be made by the City Engineer or his Designee. All
manholes shall be examined for proper grade and water tightness. The Contractor
shall assist the City Engineer or his Designee by providing all labor as required.
The Contractor shall make note of any corrections required and shall perform all
remedial actions prior to the acceptance by the City.
Section 28.10 GREASE, INTERCEPTORS
The City of Ocoee has a pretreatment program that requires all new sewer usages
to comply with all applicable requirements and regulations.
2/20/2012 18 of 19 ARTICLE 28
Section 28.11 IDENTIFICATION
For connections of gravity sewer smaller than 12" to pipes larger than 12 ", the
connecting shall be made using a manhole. The crown elevation of the smaller
pipe will be required to match the crown elevation of the larger pipe.
2/20/2012 19 of 19 ARTICLE 28
�, 11 CL E 19
J x r �-
Index
29.01
GENERAL
29.02
DESIGN CRITERIA
29.03
MATERIALS
29.04
VALVES
29.05
INSTALLATION
29.06
IDENTIFICATION
29.07
HYDROSTATIC TESTING
13.- CK TO T:1BLE' of CON I'EA I S
Section
Section
29.01 GENERAL
This ARTICLE shall govern the design and construction of force mains including
valves, fittings, and other appurtenances.
Pipe used in wastewater force main systems shall be either Polyvinyl Chloride
(PVC). Ductile Iron Pipe (DIP) or HDPE /Directional Drill may be allowed if
prior approval is obtained from the City.
The Contractor shall be responsible for all materials furnished and storage of the
same until the date of substantial completion. At the Contractor's expense, all
materials found to be defective or damaged in handling or storage shall be
replaced. The Contractor shall, if requested by the City, furnish certificates,
affidavits of compliance, test reports, or samples for check analysis for any of the
materials specified herein. All pipe delivered to project site for installation is
subject to random testing for compliance with the designated Specifications.
29.02 DESIGN CRITERIA
29.02.01 Design Period
Force main systems shall be designed for the estimated ultimate tributary
population, as derived from the City's approved future land uses and /or historical
flows. In the event the approved City of Ocoee Wastewater Master Plan, latest
edition, identifies components of the force main under consideration, the largest
capacity consideration shall be required.
29.02.02 Design Calculations
Owner's /Developer's Engineer shall submit signed, sealed and dated design
calculations with the plans for all force main projects. Calculations shall show
that force mains will have sufficient hydraulic capacity to transport all design
flows. The Design Flow shall be the Peak Flow Rate.
2/20/2012 1 of I I ARTICLE 29
29.02.03 Sanitary Sewer Collection System Hydraulic Modeling
The City of Ocoee maintains a sanitary sewer collection hydraulic model (Bentley
SewerCAD) which is used for but not limited to determining system
performances, pump runtimes and efficiencies, and offsite impacts. For
developments that may substantially add to or impact the City sanitary sewer
collection system, the Owner /Developer shall cause the incorporation of the
development elements into the City's model and the simulation /analyzing of the
model. Unacceptable operating conditions and/or offsite impacts created by the
proposed development shall be remediated by the Owner/Developer.
This effort to be undertaken by Owner/Developer can be done by either the
developer's engineer performing the model work with a City review or by
electing to have the City undertake the work. The election for the City to perform
the work shall require City approval. All costs incurred by the incorporation and
outside reviews by the City shall be at the Owner/Developer's expense. All final
products shall become the property of the City.
29.02.04 Velocity and Diameter
At design pumping rates, a cleansing velocity of at least 2 feet per second shall be
maintain/Achieve. Maximum velocity at design pumping rates shall not exceed 5
feet per second. The minimum force main diameter shall be 4 inches with the
exception of 2" sleeved applications in conjunction with the application of a
minor lift station. Only 4 ", 6 ", 8 ", 10 ", 12 ", 16 ", 20 ", 24 ", 30 ", 36 ", 42 ", 48" and
54" diameter force mains shall be permitted.
29.02.05 Design Friction Losses
Friction losses through force mains shall be based on the Hazen- Williams
formula. In the use of Hazen - Williams formula, the value for "C" shall be 100 for
ductile iron pipe, 120 for PVC pipe and HDPE pipe. When initially installed,
force mains may have a significantly higher "C" factor. The higher "C" factor
shall be considered only in calculating maximum power requirements and duty
cycle time of the motor.
29.02.06 Design Pressure and Restraint
The force main and fittings, including all restrained joint fittings and thrust
blocking, shall be designed to withstand pump operating pressures and pressure
surges, but not less than 150 psi. The required lengths of restrained joints shall be
determined by the Engineer and shown in a tabular form as depicted on the
"Restrained Pipe Table" in the Typical City Details attached as part of this
Manual. Thrust blocks shall not be typical and shall only be used when the City
Engineer deems it a hardship or good engineering standards deem it necessary
because restraining assemblies are impractical or insufficient. If thrust blocks are
used, the bearing area of thrust blocks shall be adequate to prevent any movement
of the fitting. The sizes and dimensions of the thrust blocks shall be shown in a
thrust block table.
2/20/2012 2 of 11 ARTICLE 29
29.02.07 Termination
Force mains shall not terminate directly into a gravity sewer line. Force mains
shall enter the terminal facility, gravity sewer manhole, pumping station wet well
or other, at a point equal to the operational water level of said receiving unit and
not more than 1 foot above the flow line. Should an elevation drop be required to
obtain the outlet connection, the prior down -slope of the force main shall not
exceed 45. Adequate air venting shall be provided at the profile break- point.
29.02.08 Air Release and Vacuum Relief Valves
Where the force main profile is such that air pockets or entrapment could occur,
resulting in flow blockage, provisions for air release shall be provided. Automatic
air release assemblies shall be installed, where venting is required, on all major
force mains and at critical points on lesser mains. At profile break points on
major force mains, such as tops of hills, etc., where free flow will occur during
operation or after pumping stops, combined air release and vacuum valve
assemblies shall be provided. Air and vacuum valves and /or air release valves
shall be as capacity requires and, if in an open area, they shall be suitably housed
in a properly vented, underground chamber (vault/manhole). All such valves shall
be clearly delineated on the force main profile in the detail sheets. The
Owner's /Developer's Engineer shall submit calculations to the City justifying the
valve sizing.
29.02.09 Aerial Crossings
A) Structural Support
Support shall be provided for all joints in pipes utilized for aerial
crossings. The supports shall be designed to prevent overturning and
settlement.
B) Expansion Protection
Expansion joints shall be provided between the aerial and buried sections
of the pipe.
C) Flood Clearance
For aerial stream crossings, the impact of flood waters and debris shall be
considered. The bottom of the pipe shall be placed no lower than 1 foot
above the 100 year flood elevation.
D) Pipe Material and Joints
Flanged joints shall be used. Pipe and flange material shall be a lined
ductile iron, minimum class 53. All aboveground pipe shall be painted as
specified in ARTICLE 29 of this Manual for aboveground wastewater force
mains. Use of epoxy coated steel pipe may be allowed on a case -by -case
basis.
2/20/2012 3 of 11 ARTICLE 29
E) Valves
Underground valves shall be provided at both ends of the crossing so that
the section can be isolated for testing or repair. The valves shall be easily
accessible and not subject to flooding. An air release /vacuum relief valve
shall be installed at the high point of the crossing.
F) Guards
Appropriate guards shall be installed at both ends of the crossing to
prevent pipe access to the public.
G) Permits and Requirements of Other Agencies
It shall be the responsibility of the Owner /Developer to obtain all
applicable regulatory permits. When the Aerial Crossing is accomplished
by attachment to a bridge or drainage structure, the Owner/Developer shall
meet all requirements of the Agencies who own or have jurisdiction over
such structures.
29.02.10 Underwater Crossin &s
A) Pipe Material and Cover
Underwater Crossings shall be directional drilled with HDPE pipe. Fusible
PVC may be used with Specific Approval. The Owner/Developer shall
provide, for City approval, a signed, sealed and dated design report.
Report shall include but not be limited to a geotechnical report with
installation recommendations. Both design and geotechnical reports must
be signed, dated and sealed by a Florida licensed Professional Engineer.
B) Valves
Valves shall be provided at both ends of the water crossings so that the
section can be isolated for testing or repair. The valves shall be easily
accessible and not subject to flooding. Both valves shall be provided in a
manhole or a valve vault.
C) Permits
It shall be the responsibility of the Owner /Developer to obtain all
applicable regulatory permits, including dredge and fill permits and /or
sovereign lands.
29.02.11 Additional Requirements
While designing force main systems, consideration shall be given to possible
future connecting pumping stations. If applicable, this requirement shall be
reviewed with the City prior to finalization of the design.
2/20/2012 4 of 11 ARTICLE 29
Section 29.03 MATERIALS
29.03.01 PVC Pipe
All PVC pipe of nominal diameter 4" through 12 inches shall be manufactured in
accordance with AWWA standard C -900. The PVC pipe shall have a minimum
working pressure rating of 150 psi and shall have a dimension ratio (DR) of 25.
Pipe shall be the same OD as ductile iron pipe. PVC pipe shall be AWWA
Standard C -900, DR 18.
29.03.02 PVC Joints
PVC pipe shall have integral bell push -on type joints conforming to ASTM D-
3139.
29.03.03 Fittings for PVC Pipe
Fittings used with PVC pipe shall conform to Section 27.03.05.
29.03.04 Ductile Iron Pipe
All ductile iron pipe of nominal diameter 4 through 54 inches shall conform to
ANSI /AWWA A- 21.51/C -151. A minimum of Pressure Class 350 pipe shall be
supplied for all sizes of pipe unless a higher class pipe is specifically called out or
required by the City.
29.03.05 Fittings
All fittings shall be mechanical joint ductile iron or gray iron conforming to
ANSI /AWWA A- 21.10/C -110, 250 psi minimum pressure rating, or ductile iron
compact fittings 4 through 12 inches in accordance with ANSI /AWWA A-
21.53/C -153.
29.03.06 Joints for DIP
Joints for ductile iron pipe and fittings shall be push -on or mechanical joints
conforming to ANSI /AWWA A- 21.11 /C -111, unless otherwise specifically called
out or required by the City. Where called for on the Drawings, restrained or
flanged joints shall be provided. Flanged joints shall conform to ANSI Standard
B- 16.1 -125 lb restrained joints shall conform to ARTICLE 26 of this Manual.
2/20/2012 5 of I I ARTICLE 29
29.03.07 Coatings and Linings for DIP
Where ductile iron pipe and fittings are to be below ground or installed in a casing
pipe the coating shall be a minimum 1.0 mil thickness in accordance with
ANSUAWWA A- 21.51/C -151. Where ductile iron pipe and fittings are to be
installed above ground, the pipe, fittings and valves shall be thoroughly cleaned
and given one field coat (minimum 1.5 mils dry thickness) of rust inhibitor
primer. Intermediate and finished field coats of Alkyd shall also be applied by the
Contractor (minimum 1.5 mils dry thickness each coat). Primer and field coats
shall be compatible and shall be applied in accordance with the manufacturer's
recommendations. (See approved Manufacturer's List attached as part of this
Manual.) Final field coat color shall be green for raw wastewater.
All ductile iron pipe and fittings shall have interior protective lining of Protecto
401 shall be provided with a minimum dry thickness of 40 mils or equivalent
applied by the pipe manufacturer.
29.03.08 Polyethylene Encasement
The pipe shall be polyethylene encased (8 mil) where shown in the Typical City
Details or required by the City in accordance with ANSUAWWA A- 21.51/C -105.
29.03.09 Directional Drill /HDPE
HDPE pipe shall be used for directional drill application. See ARTICLE 33 for
requirements.
Section 29.04 VALVES
Sufficient valves shall be provided on force main systems to facilitate effective
isolation of the pipe system for repairs and maintenance. On straight runs of force
mains, valve spacing shall not exceed 1,000 feet. Additional valves shall be
provided where force mains intersect to facilitate isolation of pipe segments.
29.04.01 Plug Valves
Plug valves shall have a semi -steel body, non - lubricated, eccentric type, 100%
port opening with resilient faced plugs capable of drip- tight, bi- directional, shut-
off at the full rated pressure. Exposed valves shall have flanged connections.
Buried valves shall have mechanical joint connections. Gear actuators for valves
8 inches or larger shall be provided.
29.04.02 Check Valves
Check valves shall have an iron body, bronze - mounted, stainless steel hinge pin,
outside spring operated, swing non -slam type, equipped with removable
inspection covers. Units shall be rated for 150 psi minimum working pressure
and permit full flow area equal to that of the connecting pipe.
2/20/2012 6 of 11 ARTICLE 29
29.04.03 Air Release Valves
Air release valves shall have a polimer or stainless steel body, minimum 150 psi
working pressure, equipped with a vacuum ball to prevent air return and a
properly sized blow off valve. All pipe, hardware, and isolation ball valves shall
be per Standard Manufacturer's List Detail.
29.04.04 Tapping Sleeves and Valves
Tapping Sleeves shall be a joint type with flanged outlet per ANSI B -16.1, Class
125. Valves shall be gate valves specially designed for wet tapping and
compatible with the connecting sleeve.
29.04.05 Valve Boxes
Valve boxes shall be adjustable, cast iron and suitably sized to the valve with a
minimum diameter of 5 inches. The cover shall have the word "SEWER" legibly
cast into the face. Boxes shall be suitable for H -20 loading.
Section 29.05 INSTALLATION
29.05.01 General
Excavation and backfill including sheeting and bracing, dewatering, bedding and
foundation, and furnishing and disposal of materials shall be as required in
ARTICLE 6 Table 6- 1ofthis Manual.
29.05.02 Pipe Lang
All pipe shall be laid "in -the -dry" along straight lines and grades between fittings,
manholes, or other defined points, unless definite alignment deflections or grade
changes are necessary. The standard minimum cover for sewage force main
systems shall be 3 feet from the top of the pipe to finished grade. Where
waterways, canals, ditches, or other cuts are crossed, either jack and bore, or
directional drill shall be required. Additionally, approved utility crossing signs
shall be placed on the pipe alignment at each side of the canal, etc. All materials
shall be maintained and all coatings shall be protected from damage and kept
clean. The interior of the pipe shall be maintained clean and free of dirt and
debris. When work is not in progress, plug all open ends. Underground piping
shall not be driven to grade by striking it with an unyielding object. Bell holes in
the bedding shall be provided to allow uniform load bearing along the pipe barrel.
29.05.03 Push -on Joints
The pipe bell and spigot shall be thoroughly cleaned immediately prior to
inserting the gasket and jointing. The gasket shall be properly faced and
positioned. Lubrication shall be in accordance with the manufacturer's
recommendations. Pipe shall be protected against damage from jointing
equipment by using timber headers, etc.
2/20/2012 7 of I 1 ARTICLE. 29
29.05.04 Mechanical Joints
The socket and plain end shall be wiped clean. The plain end, socket, and gasket
shall be washed with a soap solution immediately prior to jointing. The joint shall
be kept straight during assembly with the gasket pressed firm and even into the
recess. Bolts shall be tightened such that the gland remains reasonably parallel to
the flange by alternating from bolt to bolt in cycles. The required bolt size (pipes
4 inches to 24 inches in diameter) shall be 3 /4 inches, torqued to 75 -90 ft -lbs.
29.05.05 Flange Joints
Make all flanged joints tight, without applying undue strain upon the joint or other
appurtenances. Joints shall be fitted such that contact surfaces bear uniformly on
the gasket with relatively uniform bolt stresses.
29.05.06 Connections at Structures
Where pipes are to extend into or through structures, Link Seal -Type penetration
seals shall be provided at the wall face. Openings in existing structures shall be
made with a circular core boring machine.
29.05.07 Pipe Cutting
Cutting of pipes for the insertion of valves, fittings, or closure pieces shall be
done in a neat, workmanlike manner without damaging pipe coatings or linings.
The pipe shall be cut with an abrasive pipe saw, rotary wheel cutter, guillotine
pipe saw, or milling wheel saw. Cut ends and rough edges shall be ground
smooth and, for push -on joint connections, the cut end shall be beveled. Where
castings or linings have been damaged, apply two coats of a Coal Tar /Bitumastic
Coating. Where protective linings are provided within the interior of the pipe,
repair of the lining shall be completed in accordance with the lining
manufacturer's recommendations. All coatings and lining materials shall be in
accordance with the Approved Manufacturer's List.
29.05.08 Pipe Restraint
All plugs, caps, tees, and bends, unless otherwise specified, shall be restrained by
the use of approved restraint glands, and /or restrained joints. Components of
dissimilar metal shall be protected against corrosion by hand application of a
bituminous coating. Backfilling over pipe restraints shall not proceed until
inspected by the City Engineer or his Designee. Thrust blocks shall not be typical
and shall only be used when the City Engineer deems it a hardship or good
engineering standards deem it necessary because restraining assemblies are
impractical or insufficient. If thrust blocks are used, the bearing area of thrust
blocks shall be adequate to prevent any movement of the fitting. The sizes and
dimensions of the thrust blocks shall be shown in a thrust block table.
2/20/2012 8 of I I ARTICLE 29
29.05.09 Polyethylene Encasement
Extra protection shall be provided for underground cast or ductile iron pipe and
fittings within areas of severe corrosive conditions. This shall be accomplished
by the installation of polyethylene encasement through the area of concern. The
soil -test evaluation to determine the necessity for extra protection in suspect areas
shall be as set forth in ANSI Standard A -21.5.
29.05.10 Aboveground Pipe Support
Support exposed systems, as necessary, to hold the piping and appurtenances in a
firm substantial manner to the required lines and grades with no undue piping
stresses transmitted to the equipment. All above ground pipe, outside of
buildings, shall be supported by concrete supports.
29.05.11 Connections
Tapping shall be by tapping sleeve and valve installed with a tapping device
designed for the pipe material.
29.05.12 Valve Installation
Valves shall be installed on all subsidiary force mains at the point of connection
to the major main, in order to isolate said pipeline for maintenance. Where force
mains are to be extended, valves shall be placed at the future connection points so
as to preclude line shut -down at the time of extension. All valves shall be opened
wide and then tightly closed. Nuts and bolts shall be inspected for tightness.
Special care shall be taken to prevent joint materials, stones, and other substances
from becoming lodged in the valve seat. Any valve that does not operate
correctly shall be replaced.
Unless otherwise noted, set valve stems vertically above the center -line of the
pipe. Where extension stems are required within valve boxes, insert stems shall
be provided.
29.05.13 Valve Boxes
All valve boxes shall be centered over the operating nut of underground valves to
permit a valve wrench to be easily fitted to the nut. Top of boxes shall be set to
final grade. The valve box shall not transmit surface loads directly to either the
pipe or valve. Excessive care shall be used to prevent earth and other materials
from entering the boxes. Any valve box that becomes out of alignment or is not
to grade shall be dug out and adjusted. A concrete collar shall be provided as
specified in the Typical City Details attached as part of this Manual.
2/20/2012 9 of I I ARTICLE 29
29.05.14 Air and Vacuum Valves
Where the force main profile is such that air pockets or entrapment could occur,
resulting in flow blockage, provisions for air release shall be provided. Automatic
air release assemblies shall be installed, where venting is required, on all major
force mains and at critical points on lesser mains. At profile break points on
major force mains, such as tops of hills, etc., where free flow will occur during
operation or after pumping stops, combined air release and vacuum valve
assemblies shall be provided. Air and vacuum valves and /or air release valves
shall be as capacity requires and, if in an open area, they shall be suitably housed
in a properly vented, underground chamber (manhole).
29.05.15 Terminal Discharge
Force mains shall not terminate directly into a gravity sewer line. Force mains
shall enter the terminal facility, gravity sewer manhole, pumping station wet well
or other, at a point equal to the operational water level of said receiving unit and
not more than 1 foot above the flow line. The receiving manhole shall be either
lined with an approved liner or be constructed of an approved material that
prevents degradation due to the creation of gas in the structure. Should an
elevation drop be required to obtain the outlet connection, the prior down -slope of
the force main shall not exceed 45'. Adequate air venting shall be provided at the
profile break - point.
Section 29.06 IDENTIFICATION
In order to preclude possible domestic water tapping, all installed underground
PVC sanitary sewer force mains shall be green in color. DIP or HDPE pipe shall
be marked with a continuous stripe painted in accordance with 62- 655 -320 (21)
(b) 3 F.A.C. Said stripe shall be a minimum 2 inches in width and shall be green
in color. Backfill shall not be placed for 30 minutes following paint application.
In addition, all pipe shall be buried with non - metallic warning /identification tape
above the top of the pipe, see the Typical City Details. The tape shall indicate the
presence of a sanitary force main plainly on the tape face. PVC pipe shall be
buried with a locating wire properly affixed to the main.
2/20/2012 10 of 11 ARTICLE 29
Section 29.07 CROSS CONNECTION CONTROL
In order to protect the public water supply system from contamination due to
cross connections, the Developer shall install City approved backflow prevention
devices where there is the potential of a non - potable substance coming into
contact with the public water system. All backflow prevention devices shall
comply with the City of Ocoee's Manual of Cross Connection Control and the
Foundation for Cross Connection Control and Hydraulic Research, University of
Southern California (FCCCHR)
Section 29.08 HYDROSTATIC TESTING
This test shall be performed by the Contractor, with the Contractor's labor and
equipment, in the presence of the City Engineer or his Designee. No testing shall
proceed until all restraining devices are installed or thrust blocks have cured.
Clean and flush all piping thoroughly prior to testing. The amount of water to be
used shall be twice the volume of the pipe being tested and the velocity of flow
shall be a minimum of 3 fps. During filling of water, all air shall be carefully
permitted to escape through release cocks installed as required.
The hydrostatic test shall be performed at 150 psi for a period of 2 hours per
AWWA C -600. The maximum allowable leakage shall not exceed that
determined by the following formula:
L = (N) (D) (P) = Allowable leakage in gals per 2 hr
3700
L = 0.00270 ND; for 100 psi test for 2 hours
N = Number of joints in the section tested
D = Nominal pipe diameter in inches
P = Average test pressure maintained during the leakage test in psig
(gauge)
During the 2 hour period of the test, the Contractor shall maintain a continuous
pressure of 150 psi by means of a pump taking supply from a container suitable
for the measurement of water loss. Should the test fail, the leak shall be located
and repaired and the test performed again until it meets the above specified limits.
2/20/2012 11 of I I ARTICLE 29
ARTICLE 30
Index 30.01
30.02
30.03
30.04
30.05
30.06
30.07
30.08
30.09
30.10
30.11
30.12
30.13
30.14
30.15
30.16
30.17
30.18
30.19
30.20
30.22
30.21
30.22
SANITARY SEWER PUMP STATION
GENERAL
SITE
BUOYANCY
EXCAVATION AND BACKFILL
GRADING
HANDLING
WET WELLS
PIPE, VALVES AND FITTINGS
PUMPS
MOTORS
SHOP PAINTING
TELEMETRY SYSTEMS
ELECTRICAL POWER AND CONTROL SYSTEM
LIGHTS AND ALARMS
ELECTRICAL GROUNDING SYSTEM
STANDBY POWER GENERATOR SYSTEM
FENCING
TOOLS AND SPARE PARTS
PUMP STATION WATER SYSTEM
INSPECTION AND TESTING
LIFT STATION SERVICES
REQUIRED SUBMITTALS
MINOR LIFTSTATION
Section 30.01 GENERAL
[SACK TO TABLE OF CONTENTS
This ARTICLE shall govern the design, construction and application of all wet pit
sewage pumping stations, typical and minor, to include the wet well, influent
piping from receiving manhole, effluent piping (to the wye), valves, valve boxes
and covers, pumps and motors, hatches, bypass pumping appurtenances, control
panel, flow meter, telemetry system, electrical service and wiring, and testing for
a complete installation ready to operate. Design and layout of the system must be
approved by the City Engineer or his Designee prior to construction. The system
shall be designed and sized for peak flow.
Section 30.02 LIFT STATION STANDARDS AND THIS ARTICLE
The City maintains both Major and Minor Lift Station Standards and Details that
shall be used in conjunction with ARTICLE 30 to establish the requirements for
any lift stations to be dedicated to or constructed by the City. Any conflicts
between ARTICLE 30 and the standard details shall be resolved in the more
stringent criterion and /or requirement.
2/20/2012 1 of 24 ARTICLE 30
Section 30.03 SITE
Pump station sites shall be sized as delineated in the Typical City Details attached
as part of this Manual. Owner /Developer shall dedicate pump station site by
warranty deed or plat to the City. Dedicated easements shall also be required
around the site as delineated in the Typical City Details attached as part of this
Manual. In general, the site for the paved access road shall also be dedicated to
the City by warranty deed or plat. Exceptions to this requirement may be allowed
by the City Engineer or his Designee on a case by case basis in the form of an
ingress /egress easement for the access road. The pumping station shall be readily
accessible by maintenance vehicles during all weather conditions. All access to
the pumping station shall be paved. The facility shall not be located in road rights -
of -way. In a phased development, a stabilized access road may be accepted during
the initial phase with paving to be accomplished in the later phase.
Wastewater pumping station structures and electrical and mechanical equipment
shall be protected from physical damage by the 100 year flood by setting the top
slab elevation a minimum of one foot above the 100 year flood elevation
determined for the site and shall not be located within the flood way. Wastewater
pumping stations shall remain fully operational and accessible during the 100 year
flood event. Regulations of Local, State and Federal agencies regarding flood
plain obstructions shall be considered.
Section 30.04 BUOYANCY
Buoyancy of the pump station structures shall be considered and adequate
provisions shall be made for protection. Signed and sealed calculations shall be
provided to the City by the Design Engineer.
Section 30.05 EXCAVATION AND 13ACKFILL
Excavation and backfill (including sheeting and bracing), dewatering, bedding
and foundation, and furnishing and disposal of materials shall be as required in
ARTICLE 6, Table 6 -1.
Section 30.06 GRADING
The site shall be graded so as to direct runoff away from structures and
appurtenances and electrical system. Pavement slopes shall not be less than 0.6%
or exceed 2% within station confines. Earth grading extending from pavement for
the first 10 feet shall not exceed 10: 1 cross slope and thereafter not exceed 3:1.
2/20/2012 2 of 24 ARTICLE 30
Section 30.07 HANDLING
All parts and equipment shall be properly protected so that no damage or
deterioration will occur during a prolonged delay from the time of shipment until
installation is completed and the units and equipment are ready for operation.
Finished surfaces of all exposed pump openings shall be protected by wooded
planks, strongly built and securely bolted thereto. Finished iron or steel surfaces
not painted shall be properly protected to prevent rust and corrosion.
Section 30.08 WET WELLS
Wet wells shall be to the same requirements as sanitary sewer manholes with the
following additional requirements:
A) The base shall be monolithic with lower ring.
B) The base slab and top slab shall be constructed to the dimensions specified
in the Typical City Details attached as part of this Manual. The wall
thickness and inside diameter of the wet well shall be constant over its full
depth. Generally, the minimum acceptable inside diameter for a wet well
shall be 6 feet, however sufficient space for installed equipment, required
suction pipe submergence and spacing shall be provided. A minimum of
24 inches between shut off and lead pump start levels shall be provided.
Low water level shall provide adequate submergence to prevent pump
inlet from vortexing, air binding, or other operational problems.
C) A minimum 5 foot depth from the lowest invert and the off Float shall be
provided.
D) The maximum high water level shall be less than the low pipe influent
invert, with the high water alarm no higher than the mid -depth point of
said pipe.
E) Brick construction shall not be acceptable.
F) Wet well shall be free from all detectable leaks. Any leaks detected shall
be corrected prior to acceptance by the City.
G) Coating per the Approved Manufacturer's List.
H) All concrete sanitary wetwells shall be lined with spray on Green Monster
TM Liner at a 90 to 110 mil thickness or approved equal approved by the
City.
2/20/2012 3 of 24 ARTICLE 30
Section 30.09 PIPE, VALVES AND FITTINGS
30.09.01 General
All exposed pipe shall have flanged joints with 316 stainless steel bolts with
stainless steel plastic inserted nylock nuts. All buried pipes shall have restrained
joints. All exposed metallic piping shall be coated with an approved material
refer to Approved Manufacturer's List. The riser pipe from the pump base to the
valve vault shall be fusion welded HDPE and shall be joined to the equipment
with the proper fusion welded flange adapters and shall include support as
specified in the Typical City Details attached as part of this Manual.
30.09.02 Pipe Material
All piping from valve box to one (1) joint past wye including bypass pumping
extension shall be ductile iron pipe. Pipe material from receiving manhole to
wetwell shall be HDPE of equal inside diameter to pipe entering receiving
manhole.
Section 30.10 PUMPS
30.10.01 General
The equipment covered by these Specifications is intended to be standard
pumping equipment of proven ability as manufactured by a reputable firm having
at least 5 years experience in the production of such equipment. The equipment
furnished shall be designed, constructed, and installed in accordance with the best
practices and methods, and shall operate satisfactorily when installed as specified
in the Typical City Details attached as part of this Manual.
Pumps shall be submersible and of a dual rail system - dual rail pumps with dual
rails. Pump station shall be capable of pumping the peak design flow with any
one pumping unit out of service. Pumps shall be capable of meeting all system
hydraulic conditions without motors overloading. In addition, a minimum 5 HP
motor shall be required. Head - capacity (performance) curves shall verify that
pumps are operating at peak efficiency for application. The system head - capacity
analysis shall provide the following and be subject to review by the City Engineer
or his Designee:
A) System operation under peak flow conditions, with one pump or multiple
parallel pumping, as designed. If the receiving force main system is
interconnected to additional pumping stations, hydraulic modeling
conditions shall also include said pumping systems operating at rated
capacity.
B) Pumping capability with one pump running, all units operating in parallel
and other combinations, if applicable.
2/20/2012 4 of 24 ARTICLE 30
C) Design engineer shall provide Hydraulic Analysis for peak, average and
low pressure conditions and verify that new station will not adversely
impact existing stations.
All parts shall be so designed and proportioned as to have liberal strength and
stiffness, and to be especially adapted for the work to be done. Ample space shall
be provided for inspection, repairs, and adjustment. All necessary foundation
bolts, plates, nuts, and washers shall be furnished by the equipment manufacturer,
and shall be of Type 316 stainless steel. Brass or stainless steel nameplates giving
the name of the manufacturer, voltage, phase, rated horsepower, speed, and any
other pertinent data shall be attached to each pump. The nameplate rating of the
motors shall not be exceeded.
Two pumps shall be required for all stations discharging 2,000 gallons per minute
or less. Additional pumps shall be required as necessary for larger flows. A
minimum 5 minutes run time and no more than 8 successive starts of pumps must
be maintained for peak flow conditions. Pumps shall alternate operation
automatically. The pumps shall be capable of handling raw unscreened domestic
wastewater and minimum 3 inch diameter solid spheres. Pump operation shall be
controlled automatically by means of a SCADA Control System with a float back-
up system. Pumps shall be mounted in the wet well as specified in the Typical
City Details attached as part of this Manual. See approved Manufacturer's List
attached as part of this Manual. For approved pumps and SCADA equipment.
30.10.02 Installation
required.
Equipment shall be installed in accordance with approved shop drawings and
manufacturer's instructions to operate as intended by the manufacturer. Shop
drawings shall be sent to the Engineering Department for review prior to
installation of equipment. Upper guide rail holders shall be located exactly as
A) Shaft
The pump shaft shall be of Series 300 or 400 series stainless steel or
carbon steel. When a carbon steel shaft is provided, the manufacturer shall
demonstrate that any part of the shaft which will normally come in contact
with the wastewater has proven to be corrosion resistant in this
application. The shaft and bearings shall be adequately designed to meet
the maximum torque required for any start-up or operating condition and
to minimize vibration and shaft deflection. As a minimum, the pump shaft
shall rotate on 2 permanently lubricated bearings. The upper bearing shall
be a single row ball bearing. The lower bearing shall be a 2 row angular
contact ball bearing, if required, to minimize vibration and provide
maximum bearing life.
2/20/2012 5 of 24 ARTICLE 30
B) Impeller
The impeller shall be constructed of gray cast iron, ASTM A -48, class 30.
All external bolts and nuts shall be of Type 304 stainless steel. Each pump
shall be provided with a replaceable metallic wear ring system to maintain
pump efficiency. As a minimum, one stationary wear ring provided in the
pump volute or one rotating wear ring provided on the pump impeller shall
be required. A two part system is acceptable.
C) Mechanical Seal
Each pump shall be provided with a tandem double mechanical seal
running in an oil reservoir, composed of two separate lapped face seals,
each consisting of one stationary and one rotating tungsten carbide ring
with each pair held in contact by a separate spring, so that the outside
pressure assists spring compression in preventing the seal faces from
opening. The compression spring shall be protected against exposure to
the pumped liquid. Silicone carbide may be used in place of tungsten
carbide for the lower seal. The pumped liquid shall be sealed from the oil
reservoir by one face seal and the oil reservoir from the air -filled motor
chamber by the other. The seals shall require neither maintenance nor
adjustment, and shall be easily replaceable. Conventional double
mechanical seals with a single spring between the rotating faces, requiring
constant differential pressure to effect sealing and subject to openings and
penetration by pumping forces shall not be considered equal to tandem
seal specified and required.
2/20/2012 6 of 24 ARTICLE 30
D) Guides
A sliding guide bracket shall be an integral part of the pump casing and
shall have a machined connecting flange to connect with the cast iron
discharge connection, which shall be bolted to the floor of the wet well
with stainless steel anchor bolts and so designed as to receive the pump
discharge flange without the need of any bolts or nuts. Sealing of the
pumps to the discharge connection shall be accomplished by a simple
linear downward motion of the pump with the entire weight of the
pumping unit guided by no less than 2 Type 316 seamless tubular stainless
steel guides per pump, which will press it tightly against the discharge
connection. No portion of the pump shall bear directly on the floor of the
wet well and no rotary motion of the pump shall be required for sealing.
Sealing at the discharge connection by means of a diaphragm or similar
method of sealing shall not be accepted as an equal to a metal to metal
contact of the pump discharge and mating discharge connection specified
and required. Approved pump manufacturers, if necessary to meet the
above specification, shall provide a sliding guide bracket adapter. The
design shall be such that the pumps shall be automatically connected to the
discharge piping when lowered into place on the discharge connection.
The pumps shall be easily removable for inspection or service, requiring
no bolts, nuts or fastenings to be removed for this purpose, and no need for
personnel to enter the wet well. Each pump shall be fitted with a minimum
'/4 inch 316 stainless steel cable, air craft rating, to remove the pumps from
the wet well. The cable shall be of sufficient size to accommodate removal
of the pump without breaking.
30.10.03 Pump Warranty
The pump manufacturer shall warrant the units being supplied to the City against
defects in workmanship and material for a period of 5 years or 10,000 hours.
Section 30.11 MOTORS
30.11.01 General Requirements
All motors shall be built in accordance with latest NEMA, IEEE, ANSI and
AFBMA Standards and be UL listed where applicable. Pump motors shall be
housed in an air - filled, water -tight casing and shall have Class F insulated
windings which shall be moisture resistant. Motors shall be NEMA Design B,
rated 155'C maximum. Pump motors shall have cooling characteristics suitable to
permit continuous operation, in a totally, partially or non - submerged condition.
The pump shall be capable of running continuously in a non - submerged condition
under full load without damage, for extended periods. The motor shall be capable
of a minimum of 10 starts per hour. If required by the City, and before final
acceptance, a field running test demonstrating this ability, with 24 hours of
continuous operation under the above conditions, shall be performed for all
pumps being supplied. Motors below 20 horsepower shall be rated 240/480 volt, 3
phase. Motors 20 horsepower and greater shall be 480 volt, 3 phase.
2/20/2012 7 Of 24 ARTICLE 30
30.11.02 Heat Sensors
Each motor shall incorporate a minimum of 1 ambient temperature compensated
overheat sensing device. This protective device shall be wired into the pump
controls in such a way that if excessive temperature is detected the pump will shut
down. This device shall be self - resetting.
30.11.03 Cables
Cables shall be designed specifically for submersible pump applications and shall
be properly sealed. The cable entry junction chamber and motor shall be separated
by a stator lead sealing gland or terminal board, which shall isolate the motor
interior frorn foreign material gaining access through the pump top. Sealing
systems utilizing epoxy potting compounds may be used. All cables shall be
continuous without splices from the motor to the control panel, unless otherwise
approved by the City.
The junction chamber, containing the terminal board, shall be perfectly leak
proof.
Section 30.12 SHOP PAINTING
Before exposure to weather and prior to shop painting, all surfaces shall be
thoroughly cleaned, dry and free from all mill- scale, rust, grease, dirt and other
foreign matter. All pumps and motors shall be shop coated with a corrosion
resistant paint proven to withstand an environment of raw wastewater. All
nameplates shall be properly protected during painting.
Gears, bearing surfaces, and other similar surfaces obviously not to be painted
shall be given a heavy shop coat of grease or other suitable rust- resistant coating.
This coating shall be maintained as necessary to prevent corrosion during periods
of storage and erection and shall be satisfactory to the City up to the time of the
final acceptance test.
Section 30.13 TELEMETRY SYSTEMS
Telemetry systems shall be provided on all public stations. The system shall be
the newest version of the radio transmission unit Hyper Server Module from Data
Flow Systems. System shall be able to monitor /calculate such information as
flow rates, cycle times and ambient /run system pressures as well as proving
control for the station.
2/20/2012 8 of 24 ARTICLE 30
Section 30.14 ELECTRICAL POWER AND CONTROL SYSTEM
30.14.01 General
This Section specifies the electrical power and control system requirements for
wastewater pump stations. These requirements apply to duplex pump panels.
Similar requirements shall apply when more than 2 pumps are involved except for
the quantity of control equipment and panel size shall be increased accordingly.
The manufacturer of the control panel shall provide data to indicate that the
manufacturer has a minimum of 3 years experience in the building of pump
control panels.
Lightning arrester, surge suppressor, pump disagree sensors, emergency
disconnect switch, telemetry system, flow meter and totalizer, emergency
generator plug, red alarm light, and convenience outlet shall be provided as
specified in the Typical City Details attached as part of this Manual.
30.14.02 Control Panel
A pump station control panel shall be provided for each wastewater pump station.
(See approved Manufacturer's List attached as part of this Manual.) The control
panel shall be factory assembled and tested prior to installation at the pump
station. Contractor shall provide for coordination between pump manufacturer
and panel manufacturer to assure that the control panel as a whole, as well as the
individual components, comprise a system which is intimately compatible with
the pumps. The following equipment shall be included in the panel for duplex
pump stations: Main breakers (2), pump circuit breakers (2), 20 amp panel circuit
breaker, starters (2), alternator, elapsed time meter for each pump, run lights (2),
HOA switches (2), pump disagree timer, phase voltage monitor relay, SCADA
RTU with a radio telemetry unit, and an Auto - dialer. All switches, main circuit
wiring, breakers and other devices shall be clearly and neatly labeled inside the
control panel. Quantities will be required to be increased for stations with more
than two pumps. See the Typical City Details attached as part of this Manual. A
single line wiring diagram shall be included within the panel with a copy provided
for the City's records.
30.14.03 Pump Alternator
An 8 pin plug -in solid state alternator (see approved Manufacturer's List attached
as part of this Manual) shall be provided to change the pump starting sequence on
each pumping cycle. A 3 position alternator test switch shall be provided to
control the alternation operation. Switch positions to include the "Auto" to
provide normal automatic sequence, "Off' position to disable alternator, and
"Test' ' position with a spring return to allow the alternating of the pump sequence
to check alternator operation.
2/20/2012 9 of 24 .ARTICLE 30
30.14.04 Motor Starter and Selector Switches
The panel shall contain 2 motor starters. The motor starter shall be across the line
magnetic starter with individual overload protection on each power leg with reset
installed through the inner door unit. (See approved Manufacturer's List attached
as part of this Manual.) Local Power Company Regulations shall govern.
Selector switches shall be installed on the face of the inner door unit. Selector
switch shall be a heavy duty oil tight "Hand- Off - Auto" 3 position switch to
control the operation mode of each pump motor starter.
30.14.05 Motor Circuit Protectors
Each pump motor shall be protected by a 3 pole motor circuit protector. (See
approved Manufacturer's List attached as part of this Manual.) The Motor Circuit
Protector shall be operated by a toggle -type handle and shall have a quick -make,
quick - break, over center switching mechanism that is mechanically trip -free from
the handle so that the contacts cannot be held closed against a short circuit and
abnormal current, causing the Motor Circuit Protector to trip. Tripping shall be
clearly indicated by the handle automatically assuming a position midway
between the normal ON and OFF positions. All latch surfaces shall be ground and
polished. All poles shall be so constructed that they open, close, and trip
simultaneously. Motor Circuit Protector must be completely enclosed in a high -
strength, glass polyester molded case. Ampere ratings shall be clearly visible.
Contacts shall be of non - welding silver alloy. Arc extinction must be
accomplished by means of are chutes. A manual push -to -trip button shall be
provided for manual exercising of the trip mechanism. Each pole of these Motor
Circuit Protector's shall provide instantaneous short circuit protection by means of
an adjustable magnetic -only element.
30.14.06 Power Supply and Main Disconnect
Power supply to the control panel shall be either 240 volt, 3 phase, 4 wire or 480
volt, 3 phase, 4 wire. Minimum service shall be 100 amp. Single phase power
shall not be accepted.
Non- fusible safety service main disconnects shall be installed at all stations. In all
240 volt systems, disconnects shall be installed between the meter and the panel
and on all 480 volt systems disconnect shall be installed ahead of the meter. LED
power available indicators shall be supplied on all legs.
30.14.07 Circuit Breakers
A) General
The control -panel shall include main circuit breakers and generator
breaker with mechanical interlock, a circuit breaker and magnetic starter
for each pump motor, and 20 amp, 120 volt circuit breakers as required.
2/20/2012 10 of 24 ARTICLE 30
B) Main Breakers
The panel shall have an inter -lock system between the normal power main
breaker and the emergency breaker to ensure only one breaker is in the
"on" position at a time. Both breakers shall be equal in size. (See approved
Manufacturer's List attached as part of this Manual.)
C) Circuit Breakers
All circuit breakers shall be heavy duty molded case breakers. The handle
on the circuit breakers shall be operational through the inner door. (See
approved Manufacturer's List attached as part of this Manual.)
D) Padlock Attachment
A Square D HPAFK (or approved equal) handler padlock attachment shall
be installed on all motor circuit breakers.
30.14.08 Emergency Power Receptacle
This item shall only be required on stations that do not have a permanent standby
generator system. The panel shall have an external mounted generator receptacle
of the required size. (See approved Manufacturer's List attached as part of this
Manual.)
30.14.09 Wirin
All power wires shall be THW or THWN 75C insulated stranded copper
conductors, and shall be appropriately sized for the given load application. All
control circuit wire shall be type THW, size 14, stranded type. All wiring within
the enclosure shall be neatly routed by the use of slotted type wiring duct with
snap on type covers. Wiring on the rear of the inner door shall be neatly bundled
with nylon ties and include sufficient loop across the hinges to prevent wire
damage, with each end of conductor marked (I.D.). Colors shall be red for 24
volt, white for neutral, black for 120 volts.
30.14.10 Terminal Points
Terminal points of all terminal strips shall be permanently identified. All terminal
numbers and identifying nomenclature shall correspond to and be shown on
electrical diagrams. All wiring shall be permanently shown on electrical
schematic diagrams.
30.14.11 Ens;raved Nameplates
All circuit breakers, control switches, indicator pilot lights, and other control
devices shall be identified with permanently affixed legend plates and lamicoid-
type engraved nameplates where applicable.
2/20/2012 11 of 24 ARTICLE 30
30.14.12 Surge Protector
A surge protector shall be included and wired to protect motors and control
equipment from lightning induced line surges. All surge protectors shall be UL
approved and installed per respective power company requirements and
manufacturers' specifications, surge protectors shall be attached to the main
disconnects.
30.14.13 Elapsed Time Meters
Elapsed time meters shall be 115 volt non -reset type and shall totalize pump
running time in hours 4nd tenths of hours to 99999.9 hours.
30.14.14 Convenience Receptacle
On the face of the inner door unit, there shall be installed a 20 amp, 120 volt,
duplex convenience receptacle. It shall be provided with it's own single pole, 20
amp circuit breaker for protection. Ground fault interrupt type shall be required.
30.14.15 Control Terminal Blocks
Control tenninal blocks shall be of the clamp screw type, rated for 600 volts.
Amperage rating shall accommodate the control circuit amperage. An additional
10 space terminal strip shall be installed in the cabinet for future use, in addition
to the required number of terminals for alarms or signals as specified in the
Typical City Details attached as part of this Manual
30.14.16 Control Power Transformers
There shall be a control power transformer with a minimum size of 500 volt (AC)
to provide 120 volt (AC) power for: coils for starters, 20 amp duplex receptacle,
indicator pilot lights, alarm horn, alarm light, pump alternator, elapsed time
meters etc. The secondary side shall have one leg fused and the other grounded.
This control power transformer is required only on 480 volt control panels.
The signal required by the float switches and relays shall be 24 volt (AC). This
shall be provided by a 24 volt (AC) control power transformer properly sized with
a fused secondary.
30.14.17 Control Relay
The level control relays shall operate from 24 volt (AC). They shall be enclosed,
plug -in 8 pin type with octal -style screw terminal sockets.
2/20/2012 12 of 24 ARTICLE 30
30.14.18 Electrical Schematic
There shall be permanently affixed to the interior side of the exterior enclosure
door an electrical schematic diagram and a copy supplied to City personnel at
start-up. The schematic diagram shall include the rated amperage and voltage for
all components.
30.14.19 Phase Monitor
For all 240 volt stations an eight pin plug -in type phase monitor shall be provided
for protection of electrical components due to phase loss. Adequate dummy pin
protection shall be provided to prevent accidental interchanging of the eight pin
phase monitor with the eight pin alternator. All 480 volt stations shall have
surface mount type phase monitors.
30.14.20 Battery Backup
A 12 volt (DC) battery shall be supplied on all lift stations to insure operation of
the SCADA system in the case of a power outage. Refer to the Typical City
Details attached as part of this Manual.
30.14.21 Operation
The control panel shall respond to a pressure transducer coupled with SCADA
control system as well as redundant liquid level float switches to automatically
start and stop pumps as well as sound an alarm upon high or low wet well levels.
The control panel shall operate 2 electrical submersible pumps at the power
characteristics stipulated. The control function shall provide for the operation of
the lead pump under normal design conditions. If the incoming flow exceeds the
pumping capacity of the lead pump, the lag pump shall automatically start to
handle this increased flow. As the flow decreases, pumps shall be cut off at
elevation as shown on the plans. Pumps shall alternate positions as lead pump at
the end of timing cycle. A failure of the alternator shall not disable the pumping
system. The alternator shall include a safe, convenient method of manual
alternation and also have provisions to prevent automatic alternation without
disturbing any wiring. Should the "pump off' regulator fail, the system shall keep
the station in operation and provide a visual indication of the regulator failure.
Normal operations shall be governed by the pressure transducer coupled with the
SCADA control system. Upon abnormal wet well levels all pump control
operations shall automatically revert to the redundant float type liquid level
control system. These control components shall be mounted in one common
enclosure. Control switches shall provide means to operate each pump manually
or automatically. When operated in the automatic mode, the control assembly
shall provide means to manually select or automatically alternate the position of
the "lead" and "lag" pumps after each pumping cycle. A float type liquid level
control system shall continuously monitor wet well liquid level and control
2/20/2012 13 of 24 ARTICLE 30
operation of the low -level cutoff for the pumps and shall operate off a 24 volt
circuit. Alternate methods of liquid level measurement in the wet well may be
considered on a case by case basis.
30.14.22 Housiny
The duplex pump panel shall be housed in a NEMA 3R, Type 304, 14 Gauge
stainless steel enclosure. Enclosure shall have provisions for padlocking the door
and a dead front inner door unit for mounting controls. All exterior hardware and
hinges shall be stainless steel. The outer door shall include a 3 -point latch and
stainless steel door handle as manufactured by Hoffman or approved equal.
There shall be, permanently affixed to the interior side of the exterior enclosure
door, both a nameplate and a 10 inch x 12 inch pocket for log sheet storage. Tile
nameplate shall contain the following information: voltage, phase, rated
horsepower, speed, date manufactured and pump and control panel manufacturer's
name, address and telephone number, pump data, including impeller data,
operating point and head, KW input, and amperes at the operating point and at
least 2 other points on the pump curve.
The control panel enclosure shall be Underwriters Laboratories (UL) 50 type 4X
Listed.
30.14.23 Testing and Warranty
After fabrication in the control panel manufacturer's plant, an operational test
shall be performed to check out the entire panel before delivery. Three phase
source voltage to which the panel is intended for shall be used for the testing. The
control panel manufacturer shall maintain a service organization in the State of
Florida that is available for service. The manufacturer shall furnish a 5 year
warranty against defects in materials and workmanship covering parts and labor
on all items supplied under this Section.
Section 30.15 LIGHTS AND ALARMS
30.15.01 Indicator Lights
Heavy duty, oil tight, indicator lights as specified in the Typical City Details
attached as part of this Manual shall be installed on the face of the inner door unit.
2/20/2012 14 of 24 ARTICLE, 30
30.15.02 High Level Alarm
Two mercury float ball switches shall be provided as high and low level backup
alarm switches to the telemetry system and to the red alarm signal light. A vapor
proof red light and horn shall be mounted on top of the control panel enclosure for
high level alarm. Also, there shall be an alarm silence push button on the inner
door and a silence relay which will silence the horn and automatically reset when
these signals are restored to normal. The push button shall be heavy duty oil
tight. The red globe shall be the screw -on type.
Section 30.16 ELECTRICAL GROUNDING SYSTEM
30.16.01 General
A grounding system shall be installed as per National Electrical Code, Local
Codes and Ordinances. The Drawings shall clearly show the Electrical Grounding
System. An underground perimeter cable grounding system shall be installed with
connections to at least the following equipment:
A) Wet well cover.
B) Valve vault cover.
C) Control panels.
D) Generator.
E) Utility company transformer.
F) Main disconnect switch.
G) Fence.
30.16.02 Material and Installation
The Drawings shall show details of material and installation to construct a
completely functional and operational Electrical Grounding System.
Section 30.17 STANDBY POWER GENERATOR SYSTEM
30.17.01 General
A standby power generator system shall be installed at pump stations as required
by this Manual for electrical power during the loss of normal power. Standby
power generators shall be provided at all stations having the following
characteristics:
A) 35 or greater total combined brake horsepower.
B) Peak design capacity of 1,000 gpm or more.
2/20/2012 15 of 24 ARTICLE 30
C) Arterial stations receiving flow from at least one other service area.
D) Service area includes critical users as determined on a case by case
review.
E) Station with three or more pumps.
Generators shall be complete with all controls, automatic switchgear and shall
produce 240 volts (AC), or 480 volts (AC), 3 phase, 4 wire power. Generator and
controls shall be installed in an approved enclosure.
30.17.02 Generator Set General
The generator set shall consist of a diesel engine directly coupled to an electric
generator, together with the necessary controls and accessories to provide
continuous electric power to the lift station for the minimum duration of a 48 hour
failure of the normal power supply.
A complete engine generator system shall be furnished and installed with fuel
transfer pump, fuel day tank, battery, battery charger, muffler, radiator, control
panel, remotely mounted automatic transfer switch (part of the control panel), and
all other accessories required for an operational system. All materials and parts of
the generator set shall be new and unused. Each component shall be of current
manufacture from a firm regularly engaged in the production of such equipment.
The set shall be of a standard model in regular production at the manufacturer's
place of business. Units and components offered under the Specifications shall be
covered by the manufacturer's standard warranty on new machines.
30.17.03 Requirements
The emergency generator set and accessories shall be of a type that complies with
the latest edition of the National Electrical Code and all applicable state and local
building codes.
The material and workmanship used in the manufacture of this equipment shall be
of the highest quality consistent with the current standards for like equipment, and
the equipment shall be manufactured in such a manner so as to conform to the
latest applicable IEEE, ANSI, ISA, NEMA, and EEIA Standards.
The equipment supplier shall be liable for any latent defects due to faulty
materials or workmanship in the equipment which may appear within 1 year from
the date of equipment start -up.
30.17.04 Tests
Equipment shall be completely assembled and tested at the factory prior to
shipment. Certified copies of the data obtained during these tests shall be
submitted to the City.
2 /20 /2012 16 of 24 ARTICLE 30
Final tests, in the presence of the City's representative, shall be conducted at the
site after installation has been completed. The emergency generator manufacturer
shall furnish a service representative to operate the engine during the tests, to
check all details of the installation and to instruct the City's representatives in
proper equipment operation.
Field tests shall include operating the diesel generating set for 8 hours, carrying
normal lift station loads. The Contractor shall refill the main fuel tank at the
completion of the tests.
30.17.05 Ratings
The rating of the generator shall be as specified in the Typical City Details
attached as part of this Manual. These ratings must be substantiated by the
manufacturer's standard published curves. Special ratings shall not be acceptable.
The set shall be capable of supplying the specified usable KW for the specified
duration, including the power required for the pump start-up, without exceeding
its safe operating temperature.
30.17.06 Engine
The engine shall be water cooled, four stroke cycle, compression ignition diesel,
LP or natural gas. The engine shall be equipped with fuel, lube oil and intake air
filters; lube oil coolers, fuel transfer pump, fuel priming pump, and gear- driven
water pump, where applicable. The engine and generator shall be torsionally
compatible to prevent damage to either engine or generator.
An engine instrument panel shall be installed on the generator set in an approved
location. The panel shall include oil and fuel pressure and water temperature
gauges. A mechanically driven engine hour meter shall also be provided.
The engine governor shall be of the isochronous electronic type. Frequency
regulation shall not exceed ±0.25% under steady state conditions. The engine
shall start and assume its rated load within 10 seconds, including transfer time.
30.17.07 Generator
The generator shall be a 3 phase, 60 hertz, single bearing, synchronous type, built
to NEMA Standards. Epoxy impregnated Class F insulation shall be used on the
stator and the rotor.
The excitation system shall employ a generator- mounted, volts - per -hertz type
regulator. Voltage regulation shall be ±2% from no load to full load. Readily
accessible voltage drop, voltage level and voltage gain controls shall be provided.
Voltage level adjustment shall be a minimum of f5 %.
2/20/2012 17 of 24 ARTICLE 30
30.17.08 Engine Generator Control Panel
A generator mounted NEMA 3R type 304, vibration isolated, 14 gauge stainless
steel control panel shall be provided. Panel shall contain, but not be limited to, the
following equipment:
A) Control Equipment
Control equipment shall consist of all necessary exciter control equipment,
generator voltage regulators, voltage adjusting rheostat, speed control
equipment, and automatic starting controls, as required to satisfactorily
control the engine /generator set. In addition, an automatic safety shut
down shall be provided for low oil pressure and /or high temperature
conditions in the engine. An emergency shut down lever switch shall be
provided on the air intake.
B) Metering Equipment
Metering equipment shall include 3% inch meters (dial or digital type
frequency meter, 2% accuracy voltmeter, and ammeter and ammeter -
voltmeter phase selector switch). The control panel shall also include the
engine water temperature, Tube oil pressure and hour meter.
C) Fault Indicators
Individual press -to -test fault indicator lights for low oil pressure, high
water temperature, low water level, over speed, over crank, and for day
tank high and low fuel level shall be provided.
D) Function Switch
A four position function switch marked "Auto', "Manual ", "Off /Reset ",
and "Stop" shall be provided.
30.17.09 Battery Charger
The battery charger shall be so designed that it shall not be damaged and shall not
trip its circuit protective device during engine cranking or it shall be automatically
disconnected from battery during cranking period. The charger shall be mounted
in the emergency generator control panel. The charger shall have a 7 day /24 hour
timer control.
2/20/2012 18 of 24 ARTICLE 30
30.17.10 Battery
The battery shall be lead -acid type with sufficient capacity to provide 90 seconds
total cranking time without recharging. The battery shall be adequately rated for
the specific generator set. The battery shall be encased in hard rubber or plastic
and shall be furnished with proper cables and connectors, together with rack and
standard maintenance accessories. The battery shall be provided with a 48 month
warranty for replacement if found to be defective.
30.17.11 Base and Mounting
A suitable number of spring -type vibration isolators with a noise isolation pad
shall be provided to support the set and its liquids.
30.17.12 Utility Connections
All connections to the generator set shall be flexible.
30.17.13 Cooling System
The generator set shall be equipped with an engine mounted radiator sized to
maintain safe operation at 110 F maximum ambient at the pump station altitude.
A blower type fan shall be used directing the air flow from the engine through the
radiator. The entire cooling system shall be filled with 50% glycol -water
solution.
30.17.14 Fuel System
An above ground, vaulted, main fuel oil storage tank with float switch, and fuel
level indication, LP or natural gas tank shall be furnished and installed by the
Contractor. The emergency system shall include low fuel level contacts for
remote alarm. If necessary to guard against loss of prime to pump, a check valve
shall be mounted on pump intake. The emergency system shall include a float
switch, fuel level gauge and standard control panel.
Above ground vaulted fuel oil tanks shall be equipped with an overfill
containment system supplied by the tank manufacturer.
Fuel oil piping, including mounting of any required fuel tanks, shall be furnished
and installed by the Contractor and shall have double wall containment for all
piping. The Contractor shall be required to permit the fuel system through the
County and FDEP.
2/20/2012 19 of 24 ARTICLE 30
30.17.15 Exhaust System
The generator set supplier shall provide a critical -type silencer, with flexible
exhaust fittings, properly sized and installed, according to the manufacturer's
recommendation. The silencer shall be mounted so that its weight is not supported
by the engine. The exhaust system shall not exceed residential noise limit
requirements.
Exhaust pipe size shall be sufficient to ensure that measured exhaust back
pressure does not exceed the maximum limitations specified by the generator set
manufacturer. The exhaust system shall include a flexible, seamless, stainless
steel connection between the engine exhaust outlet and the rest of the exhaust
system. The exhaust system shall be a part of generator enclosure.
30.17.16 Weatherproof Enclosure
Enclosure and all other items shall be designed and built by engine manufacturer
as an integral part of the entire generator set, and shall be designed to perform
without overheating in the ambient temperature specified. Enclosure shall be
constructed of 14 or 16 gauge sheet metal suitably reinforced to be vibration free
in the operating mode. Four hinged doors shall be provided to allow complete
access without their removal. Each door shall have at least 2 latch- bearing points.
Side and rear panels shall be completely and simply removable for major service
access. Roof shall be peaked to allow drainage of rain water. Baked enamel
finish with primer and finish coat shall be painted before assembly. All fasteners
shall be rust resistant. Unit shall have sufficient guards to prevent entrance by
small animals. Padlocks shall be provided. Batteries shall be designed to fit
inside enclosure and alongside the engine. Batteries under the generator are not
acceptable. Unit shall have coolant and oil drains outside the unit to facilitate
maintenance. Each drain line shall have a high quality valve located near the fluid
source. Fuel filter shall be inside the base perimeter and located so spilled fuel
cannot fall on hot parts of engine or generator. A cleanable primary fuel strainer
shall be used to collect water and sediment between tank and main engine fuel
filter. Crankcase fumes disposal shall terminate in front of the radiator to prevent
oil from collecting on the radiator core and reducing cooling capacity.
30.17.17 Automatic Transfer Switch
The automatic transfer switch shall be part of the control panel. The transfer
switch shall be provided with the following features:
A) Complete protection, close differential voltage sensing relays monitoring
all 3 phases (pick -up set for 95% of nominal voltage, drop -out set for 85%
nominal voltage).
B) Voltage sensing relay on emergency source (pick -up set for 95% of
nominal frequency).
2/20/2012 20 of 24 ARTICLE 30
C) Time delay on engine starting -- adjustable from 1 second to 300 seconds
(factory set at 3 seconds).
D) Time delay normal to emergency transfer -- adjustable from 0 second to
300 seconds (factory set at 1 second). The Contractor shall request time
delay settings in accordance with the priority rating or their respective
loads.
E) Time delay emergency to normal transfer -- adjustable 30 seconds to 30
minutes (factory set at 5 minutes), and time delay bypass switch shall be
provided on door of the switch cabinet.
F) Unload running time delay for emergency engine generator cooling down -
adjustable from 0 to 5 minutes (factory set at 5 minutes) unless the engine
generator control panel includes the cool down timer.
3 0.17.18 Warranty
Products shall be guaranteed to be free from defects in material and workmanship
under normal use and service for a period of 1 year after start-up.
Section 30.18 FENCING
All pump station sites shall be fenced. However, exception to this requirement on
a case by case basis and subject to sufficient landscape screening. The Contractor
shall furnish and erect the chain link fence and gate in accordance with these
Specifications and in conformity with the lines, grades, notes and typical sections
as specified in ARTICLE 20 and the Typical City Details attached as part of this
Manual.
Chain link fence shall be 6 feet high, in accordance with this Manual. One 12
foot double swing drive gate (two 6 foot leaves),hinged to swing through 180
from open to close to open, with center drop rod assembly latch (no post) and gate
hold backs for both leaves shall be installed, complete with latches, locking
device, stops keeper, hinges, fabric and braces. Gate shall open outward from
station. Gates shall be the same height as the fence and the gate fabric shall be the
same as the fence fabric. Gate leaves less than 8 feet wide shall have truss rods or
intermediate braces and gate leaves 8 feet or more in width shall have
intermediate braces and diagonal truss rods or shall have tubular members as
necessary to provide rigid construction, free from sag or twist.
All posts shall be set 3 feet deep in concrete footings, 12 inches in diameter for
line posts, gate and corner posts. After the post has been set, aligned and plumbed,
the hole shall be filled with 3,000 psi concrete. The concrete shall be thoroughly
worked into the hole so as to leave no voids. The exposed surface of the concrete
shall be crowned to shed water.
2/20/2012 21 of 24 ARTICLE 30
Section 30.19 TOOLS AND SPARE PARTS
One set of all special tools required for normal operation and maintenance shall
be provided. All such tools shall be furnished in a suitable steel tool chest
complete with lock and duplicate keys.
The pump and control panel manufacturer(s) shall provide a suggested list of
spare parts for the equipment being supplied for the pump station. The cost of the
spare parts shall not be less than $5,000.00 based upon the manufacturers
published suggested list price for the parts. The City will review the
recommended list and will either approve or modify the list as they deem
necessary. Any modifications made to the list will be made so that the cost
remains within the above required limit. All spare parts are required to be
provided to the City prior to final inspection and start-up of the station.
Section 30.20 PUMP STATION WATER SYSTEM
All wastewater pump stations shall be provided with a water system with
adequate capacity and pressure for station wash down and other requirements.
The station water system shall be completely separated from the potable water
supply by means of a metered, reduced pressure type backflow preventer
Section 30.21 INSPECTION AND TESTING
A factory representative knowledgeable in pump operation and maintenance shall
inspect and supervise a test run at the pumping station in the presence of the City
Engineer or his Designee. The City shall be provided 24 hour notice before this
inspection is to commence. A minimum of 1 working day shall be provided for
the inspections. Additional time made necessary by faulty or incomplete work or
equipment malfunctions shall be provided as necessary to meet the requirements
in this Manual at no additional cost to the City. Upon satisfactory completion of
the test run, the factory representative shall issue the required manufacturer's
certificate.
The test run shall demonstrate that all items of this Manual have been met by the
equipment as installed, and shall include, but not be limited to, the following tests:
A) That all units have been properly installed.
B) That the units operate without overheating or overloading any parts and
without objectionable vibration.
C) That there are no mechanical defects in any of the parts.
D) That the pumps can deliver the specified pressure and quantity.
E) That the pumps are capable of pumping the specified material.
F) That the pump controls perform satisfactorily.
2/20/2012 22 of 24 ARTICLE 30
Section 30.22 LIFT STATION SERVICES
The necessary utility services (electrical power, telephone, water) shall be
provided by the Owner /Developer and accounts for such services shall be
transferred to the City of Ocoee prior to issuance of a Certificate of Completion
for facilities that are to be dedicated to the City.
Section 30.23 REQUIRED SUBMITTALS
2/20/2012
Submittals shall be provided to the City, for any lift stations to be taken over by
the City, in triplicate and include the following:
A) As -Built Drawings providing a detail showing fencing, gates, all important
details of construction, dimensions, anchor bolt locations, and the flow
meter and valve pit relative to the lift station, including but not limited to
all elevations, such as inverts, floor elevations and finished grades, etc.
All the above improvements shall be included inside the fenced -in area.
The approach road and driveway shall also be shown. The Drawing shall
be fully dimensioned and in State Plane coordinates.
B) Descriptive literature, bulletins, and /or catalogs of the equipment, both
hard copy as well as electronic "PDF" files.
C) Data on the characteristics and performance of each pump. Data shall
include guaranteed performance curves, based on actual shop tests of
similar units, which show that they meet the specified requirements for
head, capacity, efficiency, NPSHR, submergence and horsepower. Curves
shall be submitted on 8%2" by 11" sheets, at as large a scale as is practical.
Curves shall be plotted from no flow at shut off head to maximum
manufacturer recommended pump capacity. Catalog sheets showing a
family of curves will not be acceptable.
D) Complete layouts, wiring diagrams, telemetry or control schematics,
including coordination with other electrical control devices operating in
conjunction with the pump control system. Suitable outline drawings shall
be furnished for approval before proceeding with manufacture of any
equipment. Standard preprinted sheets or drawings simply marked to
indicate applicability will not be acceptable.
E) A drawing showing the layout of the pump control panel shall be
furnished. The layout shall indicate all devices mounted on the door and
the panel shall be completely identified.
F) The weight of each pump.
G) Complete motor data shall be submitted including:
1) Nameplate identification.
2) No -load current.
23 of 24 ARTICLE 30
3)
4)
5)
6)
7)
Section 30.24
Full load current.
Full load efficiency.
Locked rotor current.
fligh potential test data.
Bearing hlspection report.
MINOR LIFT STATION
The City has developed a minor wastewater pump station for small service areas
to promote the City's effort to extend centralized sewer and mitigate certain
impacts to development for land owners. This application of this station is
limited as stated below and is only applicable to stations that will be dedicated to
the City. The City established the application of a minor lift station, by
specifically specifying pump make, model, and size, wetwell type and size, and
all the stations applicable appurtenances. The modification and/or substitution of
any critical element of the minor station shall not be allowed.
The approved application of the Minor Lift station shall be subject to all of the
following conditions:
1. Developments that cannot feasibly gravity flow to an existing City sewer
collection manhole or pump station; and.
2. Developments provide an acceptable lift station site with collection and
discharge routing access to either be by fee simple dedication(s) or granted
easement(s); and
3. Developments connecting to a manhole or existing forcemain where
pumping from the minor lift station discharge is not less than (4) feet per
second at peak system pressures and ultimate service shall not require
runtime of greater than 60% during peak hour; and
4. Station shall ultimately realize service to three (3) or more developments;
and
5. Ultimate volume- metric service to the station shall be 10 or greater
equivalent residential units (ERU) but no more than 40 ERUs.
2/20/2012 24 of 24 ARTICLE 30
ARTICLE 31
POTABLE WATER SYSTEMS
Index 31.01
GENERAL CONSIDERATIONS
31.02
DESIGN BASIS
31.03
DETAILS OF DESIGN AND CONSTRUCTION
31.04
WATER METERING
31.05
WATER SERVICES AND CONNECTIONS
31.06
SERVICE PIPE, STOPS, FITTINGS, AND SERVICE SADDLES
31.07
WATER MAIN MATERIALS
31.08
WATER MAIN INSTALLATION
31.09
VALVE INSTALLATION
31.10
IDENTIFICATION
31.11
SEPARATION OF WATER MAINS AND SEWERS
31.12
TRENCH PREPARATION AND PIPE BEDDING
31.13
HYDROSTATIC TESTS
31.14
DISINFECTION OF WATER MAINS
31.15
FIRE HYDRANTS
31.16
CROSS CONNECTION CONTROL
BACK TO TABLE OF CONTENTS
Section 31.01 GENERAL CONSIDERATIONS
31.01.01 Type of Water Mains
The City will approve plans for potable water supply mains and extensions
(herein this ARTICLE as water main) only when such mains are designed and
constructed in accordance with the criteria set forth in this Manual.
31.01.02 Design Period
Water mains shall be shall be designed for the estimated ultimate tributary
population, as derived for the City's approved future land uses and /or historical
flows. Potable water main shall also consider flows for fire protection demand.
In the event the approved City of Ocoee Water Master Plan or Study, latest
edition, identifies components of the watermain under consideration, the largest
capacity consideration shall be required.
2/20/2012 1 of 18 ARTICLE 31
31.01.03 Location
Water mains shall be located in dedicated rights -of -way or utility easements.
When installed in rights -of -way, water mains shall, in general, maintain a
consistent alignment with respect to the centerline of the road. All water mains
located outside of dedicated rights -of -way shall require a minimum 20 foot
easement. Additional easement widths shall be provided when the pipe size or
depth of cover so dictate. If a water main is located adjacent to a road right -of-
way, a minimum 10 foot easement shall be provided. Additional easement widths
shall be provided if the pipe size or depth of cover so dictate. Water mains shall
not be placed under retention ponds, tennis courts, or other structures. In general,
water mains shall not be located along side or rear lot lines. Placement of a water
main along side or rear lot line may be allowed on a case by case basis if such a
water main configuration results in efficient placement and utilization of the water
main network. The criteria shall also apply to water mains in retention pond
berms.
Section 31.02 DESIGN BASIS
31.02.01 Average Daily Flow and Peak Flow
Average daily water flow shall be calculated by referencing the Equivalent
Residential Unit (ERU) flow rates as outlined below. Peak flow, at a minimum,
shall be the average daily flow times a peaking factor of 4. The average daily
flow for domestic use shall be calculated at the minimum rate of 100 gallons per
day per capita, with 3.5 persons per single family residence, and 2.5 persons per
multi - family or mobile home dwelling unit. Maximum hour demand to be used
for design shall be 1.0 gallons per minute (gpm) per single family residence and
0.7 gpm per dwelling unit for each multi - family or mobile home unit. Flow
demands for commercial, industrial or other special developments shall be
established from the estimates provided in current City Ordinance. At the
discretion of the City Engineer, existing records of like facilities or estimated
projections, using the best available data, may be considered.
31.02.02 Fire Flow Requirements
Fire flow requirements shall be determined in accordance with applicable City
Codes. As a minimum, the requirements outlined in the ISO. "Guide to
Determining Needed Fire Flow ", latest edition, shall be met. In no case shall
needed fire flow be less than 750 gpm. Maximum daily flow with fire flow shall
not exceed 10 fps. Maximum daily flow, at a minimum, shall be the average daily
flow times a factor of 2.
2/20/2012 2 of 18 ARTICLE 31
31.02.03 Design Calculations
Owner's/Developer's Engineer shall submit signed, sealed and dated design
calculations with the Plans for all water distribution projects. Calculations shall
show that the water mains will have sufficient hydraulic capacity to transport:
A) Peak hourly flows.
B) A combination of maximum daily flows and fire flows.
All calculations shall meet the requirements of Section 29.03.01. Head losses
through meters and backflow devices shall also be included in calculations. The
Owner's/Developer's Engineer, at the request of the City, shall perform a nodal
analysis of the proposed project along with its effects upon the City's entire
system. The City's nodal model shall be obtained and used for this purpose.
31.02.04 Potable Water System Hydraulic Modeling
The City of Ocoee maintains a potable water hydraulic model (Bentley
WaterCAD) which is used for but not limited to determining system performances
and offsite impacts. For developments that may substantially add to or impact the
City's potable water distribution system, the Owner/Developer shall cause the
incorporation of the development elements into the City's model and the
simulation/analysis of the model. Unacceptable operating conditions and /or
offsite impacts created by the proposed development shall be remediated by the
Owner/Developer.
This effort to be undertaken by Owner/Developer can be done by either the
developer's engineer performing the model work with a City review, or by
electing to have the City undertake the work. The election for the City to perform
the work shall require City approval. All costs incurred by the incorporation and
outside reviews by the City shall be at the Owner/Developer's expense. All final
products shall become the property of the City.
The Owner/Developer may request the City to develop the project's nodal model,
with input from the Owner's/Developer's Engineer, but this will be performed at
the availability of City Staff and at a rate to cover City's cost.
2/20/2012 3 of 18 ARTICLE 31
Section 31.03 DETAILS OF DESIGN AND CONSTRUCTIO
31.03.01 Pressure
All water mains shall be designed in accordance with Section 29.02.03 above.
The system shall be designed to maintain a minimum pressure of 20 psi at all
points in the distribution system under all conditions of flow. Higher pressures
may be required at commercial, industrial and high density residential areas. The
normal working pressure in the distribution system should be approximately 55
psi, but in no case less than 35 psi on the downstream side of a meter. For
pressures greater than 90 psi special provisions may be required. Design Friction
Losses for water mains shall be determined using the Hazen - Williams friction
coefficient of C =100. Peak hourly flow shall not exceed 5 fps. Maximum daily
flow with fire flow shall not exceed 10 fps.
31.03.02 Diameter
Only 4 ", 6 ", 8 ", 12 ", 16 ", 20 ", 24 ", 30 ", 36 ", 42 ", 48" and 54" diameter water
mains shall be permitted. Four inch water mains shall be permitted only in cul -de-
sac areas with a maximum length of 500 feet of pipe. In cul -de -sac areas only, 4
inch looped connections are required to prevent dead ends. As a minimum, 6 inch
looped systems shall be required in low density residential projects. Where
looping of mains is not practical, minimum 8 inch mains shall be required, unless
detailed calculations are submitted to substantiate the sufficiency of a 6 inch
main. In commercial, industrial, and high density residential areas, minimum 8
inch looped mains shall be required. Larger size mains shall be required if
necessary to allow the withdrawal of the required fire flow while maintaining the
minimum residual pressure specified in Section 29.03.01.
31.03.03 Dead Ends
In order to provide increased reliability of service and reduce head loss, dead ends
shall be minimized by making appropriate tie -ins wherever practical, as
determined by the City. System looping is required wherever possible to increase
overall capacity, service and to maintain quality. Where dead -ends occur, they
shall be provided with a fire hydrant or blow -off for flushing purposes. Blow offs
shall be sized to provide flows which will give a velocity of at least 2.5 feet per
second in the water main being flushed. Where routine and continuous flushing is
predicted or determined based on water quality issues, an automatic flushing
appurtenance shall be required.
No flushing device shall be directly connected to any sewer.
2/20/2012 4 of 18 ARTICLE 31
31.03.04 Valves
Valves shall be provided for all branch connections, loop ends, fire hydrant stubs,
or other locations as required to provide an operable, easily maintained, and
repaired water distribution system. Valves are to be placed so that the maximum
allowable length of water main required to be shutdown for repair work shall be
500 feet in commercial, industrial or multi - family residential areas, or 800 feet in
other areas.
31.03.05 Air Relief Valves
At high points in water mains where air can accumulate, provisions shall be made
to remove the air by means of hydrants or automatic air relief valves. Automatic
air relief valves shall not be used in situations where flooding of the manhole or
chamber may occur. Refer to the Typical City Details attached as part of this
Manual.
31.03.06 Fire Hydrants
Fire Hydrants shall be considered and designed in accordance with this ARTICLE.
31.03.07 Chamber Drainage
Chambers, pits or manholes containing valves, blow -offs, meters, or other such
appurtenances to a distribution system shall not be connected directly to any
storm drain or sanitary sewer, nor shall blow -offs or air relief valves be connected
directly to any sewer.
31.03.08 Disinfection Following Repair or Replacement
Any part of the City water system which has direct contact with finished water
and has been out of service for repair, alteration, or replacement shall be
disinfected as outlined in this Manual or AWWA C -651.
Section 31.04 WATER METERING
31.04.01 General
All water service connections shall be metered. In general, the method of
metering shall follow the guidelines listed below. However, the
Owner's/Developer's Engineer must obtain approval before finalizing the design
of the metering system. Master metering for irrigation for common grounds shall
be reviewed and approved by the City Engineer on a case -by -case basis.
2/20/2012 5 of 18 ARTICLE 31
31.04.02 Single Family, Duplex a nd Multi - Family Subdivisions
Section
Each unit shall be individually metered. However, a variance may be requested
for multi- family subdivisions. Single and Double services shall be installed at
property lines as specified in the Typical City Details attached as part of this
Manual.
31.04.03 Commercial, Industrial and Institutional Projects
In general, each building shall be individually metered. Meter(s) shall be located
in the public rights -of -way at the property line.
31.04.04 Shopping Centers
Each unit shall be individually metered. The meters shall be located either in the
right -of -way or within a Utility Easement. The meters shall be located within an
unpaved area to facilitate removal, repair and /or replacement without damage to
paved surfaces.
31.04.05 Meter Installation
All meter boxes shall be installed by the Contractor at finished grade and level.
All meters 2 inches and smaller will be installed by the City after payment of
applicable fees and charges. All meters 2 inches in size and smaller shall be
installed underground in an approved meter box. Meters larger than 2 inches shall
be installed above ground. In general, meters larger than 2 inches shall be located
in a meter easement located adjacent to the public right -of -way.
31.04.06 Meter Sizing
Size of all meters shall be determined by the Owner's /Developer's Engineer and
approved by the City Utilities Division. The Owner's /Developer's Engineer shall
provide sufficient information on estimated peak flows and low flows so that
meter size can be evaluated. The Owner's /Developer's Engineer shall include
head - losses through metering device when designing the water system.
31.05 WATER SERVICES AND CONNECTIONS
services greater than 12 inches are required dual services shall be provided. New
services and connections to the water system, either new or existing, shall be
made by the Contractor.
Water services and connections shall conform to the applicable provisions of this
Manual and the Typical City Details attached as part of this Manual. Only I ", 1
' /2 " , 2 ", 3 11 , 4 1 , 6 ", 8 ", 10" and 12" services shall be permitted. Where water
Water service piping and connection shall be installed as specified in the Typical
City Details attached as part of this Manual. The location of all service lines shall
be as specified in the Typical City Details attached as part of this Manual and
shall be either single or dual service. On curbed streets, the exact location for each
installed service shall be marked by etching or cutting a "W" in the concrete curb.
Where no curb exists, locations shall be adequately marked by a method approved
by the City.
2/20/2012 6 of 18 ARTICLE 31
Section 31.06 SERVICE PIPE, STOPS, FITTINGS, AND SERVICE
SADDLES
31.06.01 Service Pipe
All service lines shall be 1 ", 1 '/2" or 2" polyethylene tubing conforming to
specifications in AWWA C -800 and AWWA C -901.
31.06.02 StopS
Corporation stops shall be 1 ", 1 ' /z" or 2" brass, equipped with connections
compatible with the polyethylene tubing and threaded in accordance with
specifications in AWWA C -800 and AWWA C -901. Curb stops shall be sized to
match the meter size and conform to the specifications in AWWA C -800 and
AWWA C -901.
31.06.03 Fittings
Fittings shall be brass, cast and machined in accordance with specifications in
AWWA C -800 and AWWA C -901, with compatible polyethylene tubing
connections.
31.06.04 Service Saddles
A service saddle may be used for all service line taps. Service saddles shall be
double strap, anchored by a minimum 4 bolt pattern on a ductile iron saddle body.
The City may require a stainless steel strap and fusion epoxy or nylon coated
ductile iron body with stainless steel hardware in areas designated as corrosive.
Section 31.07 WATER MAIN MATERIALS
31.07.01 General
These Specifications cover the pipe, fittings, and accessory items used for water
distribution systems.
Pipe used in water distribution systems shall be ductile iron pipe (DIP).
The Contractor shall be responsible for all materials furnished and storage of
same, until the date of substantial completion. The Contractor shall replace, at the
Contractor's expense, all materials found to be defective or damaged in handling
or storage. The Contractor shall, if requested by the City, furnish certificates,
affidavits of compliance, test reports, or samples for check analysis for any of the
materials specified herein. All pipe delivered to project site for installation is
subject to random testing for compliance with the designated specifications.
2/20/2012 7 of 18 ARTICLE 31
31.07.02 Ductile Iron Pipe
All ductile iron pipe of nominal diameter 4 through 54 inches shall conform to
ANSI /AWWA A- 21.51/C -151. A minimum of Pressure Class 350 pipe shall be
supplied for all sizes of pipe unless specifically called out in the detail sheets, or
required by the City.
31.07.03 Fittings
Any fittings required shall be
conforming to ANSI /AWWA A -2 1
ductile iron compact fittings
ANSI /AWWA A- 21.53/C -153.
mechanical joint ductile iron or gray iron
.10 /C -110, 250 psi minimum pressure rating, or
4 through 12 inches in accordance with
31.07.04 Joints
Joints for ductile iron pipe and fitting joints shall be push -on or mechanical joints
conforming to ANSI /AWWA A- 21.11/C -111. Where called for in the plans,
restrained or flanged joints shall be provided. Flanged joints shall conform to
ANSI Standard B -16.1 -125 lb. Restrained joints shall conform to ARTICLE 26 of
this Manual.
31.07.05 Coatings and Linings
Where ductile iron pipe and fittings are to be below ground or installed in a casing
pipe the exterior coating shall be a minimum 1.0 mil thick in accordance with
ANSI/AWWA A- 21.51/C -151. Where ductile iron pipe and fittings are to be
installed above ground, pipe, fittings and valves shall be thoroughly cleaned and
given one field coat (minimum 1.5 mils dry thickness) of rust inhibitor primer.
Intermediate and finished field coats of Alkyd shall also be applied by the
Contractor (minimum 1.5 mils dry thickness each coat). Primer and field coats
shall be compatible and shall be applied in accordance with the manufacturer's
recommendations. (See approved Manufacturer's List attached as part of this
Manual.) Final field coat shall be dark blue for raw water and blue for finished
water.
All ductile iron pipe and fittings shall have an interior protective lining of cement -
mortar with an NSF approved seal coat material in accordance with
ANSI /AWWA A- 21.4/C -104.
31.07.06 Polyethylene Encasement
The pipe shall be polyethylene encased (8 mil) where shown on the detail sheets
or required by the City in accordance with ANSI /AWWA A- 21.51/C -105.
2/20/2012 8 of 18 ARTICLE 31
31.07.07 Resilient Seat Gate Valves
All gate valves 12 inches and smaller shall be resilient seat gate valves. Such
valves shall be resilient seated, manufactured to meet or exceed the requirements
of AWWA C -515, latest revision, and in accordance with the following
Specifications. Valves shall have an unobstructed waterway equal to or greater
than the full nominal diameter of the Connecting Pipe. (See approved
Manufacturer's List attached as part of this Manual.)
The valve body, bonnet, and bonnet cover shall be ductile iron. All ferrous surface
inside and outside shall have a fusion - bonded epoxy coating. A 2 inch wrench nut
shall be provided for operating the valve. All valves are to be tested in strict
accordance with AWWA C -515. The valve shall be operated opening
counterclockwise.
The valves shall be non - rising stem with the stem made of cast, forged, or rolled
bronze as specified in AWWA C -515. Two stem seals shall be provided and shall
be of the O -ring type. The stem nut must be independent of the gate.
The resilient sealing mechanism shall provide zero leakage at the water working
pressure when installed with the line flow in either direction.
All shut -off valves 16" and larger shall be resilient seat gate with horizontal
mechanical gearing and clear passage for pigging devices. Valve shall be as listed
in the Approved Manufacturer's List.
31.07.08 Butterfly Valves
Butterfly valves are not allowed.
31.07.09 Valve Boxes
All buried valves shall have cast -iron three piece valve boxes. Valve boxes shall
be provided with suitable heavy bonnets and shall extend to such elevation at, or
slightly above, the finished grade surface as directed by the City. The barrel shall
be 2 piece, sliding type, having 5 1 /4 inch shaft. The upper section shall have a
flange at the bottom having sufficient bearing area to prevent settling and shall be
complete with cast iron covers. Covers shall have "WATER" cast into the top for
all water mains. The actuating nuts for deeper valves shall be extended to come
up to 4 foot depth below finished grade.
Care shall be taken while constructing valve boxes to ensure that valve stems are
vertical and the cast iron box has been placed over the stem with base bearing on
compacted fill and top flush with final grade. Boxes shall have sufficient bracing
to maintain alignment during backfilling. Contractor shall remove any sand or
undesirable fill from valve box prior to final inspection.
2/20/2012 9 of 18 ARTICLE 31
31.07.10 Air Release Valves
The air release valves for use in water mains shall be installed as specified in the
Typical City Details attached as part of this Manual and the make and model per
the approved Manufacturer's List. Valves shall be provided with a vacuum check
to prevent air from reentering the line. The fittings shall be threaded.
Section 31.08 WATER MAIN INSTALLATION
31.08.01 General
Pipe shall be installed in accordance with the manufacturer's specifications and
instructions for the type of pipe used and applicable AWWA Standards, such as
C -600 and C -603, unless otherwise stated in these Specifications. A 2" jumper
connection shall be provided for purposes of filling and testing the installed water
line prior to clearance for use. The jumper is to be installed per the Typical City
Details attached as part of this Manual.
31.08.02 Pipe Handling
All types of pipe shall be handled in such manner as will prevent damage to the
pipe or coating. Accidental damage to pipe or coating shall be repaired to the
satisfaction of the City or be removed from the job. When not being handled, the
pipe shall be supported on timber cradles or on properly prepared ground, graded
to eliminate all rock points and to provide uniform support along the full length.
When being transported, the pipe shall be supported at all times in a manner
which will not permit distortion or damage to the lining or coating. Any unit of
pipe that, in the opinion of the City, is damaged beyond repair by the Contractor
shall be removed from the site of the work and replaced with another unit. Joint
gaskets shall be stored in clean, dark, dry location until immediately before use.
Dirt or other foreign material shall be prevented from entering the pipe or pipe
joint during handling or laying operations, and any pipe or fitting that has been
installed with dirt or foreign material in it shall be removed, cleaned and relaid. At
times when pipe laying is not in progress, the open ends of the pipe shall be
closed by a water -tight plug or by other means approved by the City to ensure
absolute cleanliness inside the pipe.
2/20/2012 10 of 18 ARTICLE 31
Section 31.09 VALVE INSTALLATION
All valves shall be inspected upon delivery in the field to insure proper working
order before installation. They shall be set and jointed to the pipe in the manner as
set forth in the AWWA Standards for the type of connection ends furnished. All
valves and appurtenances shall be installed true to alignment and rigidly
supported. Any damage to the above items shall be repaired to the satisfaction of
the City before they are installed. Valves shall be installed in a vertical position
and be provided with a standard valve box so arranged that no shock will be
transmitted to the valve. The box shall be vertically centered over the operating
nut, and the cast iron box cover shall be set flush with the road bed or finished
surface. After installation, all valves shall be subjected to the field test for piping
as outlined in these Specifications. Should any defects in materials or
workmanship appear during these tests, the Contractor shall correct such defects
to the satisfaction of the City.
Flanged joints shall be made with hot dipped galvanized bolts, nuts and washers.
Mechanical joints shall be made with mild corrosion resistant alloy steel bolts and
nuts. All exposed bolts shall be painted the same color as the pipe.
Section 31.10 IDENTIFICATION
In order to preclude possible domestic water tapping, all installed underground
DIP or HDPE water mains shall be marked in accordance with 62.555.320 (21)
(b) 3. Florida Administrative Code. Said stripe shall be a minimum 2 inches in
width and shall be light blue in color. Backfill shall not be placed for 30 minutes
if field painting is required. In addition, all pipe shall be buried with non - metallic
warning/identification tape above the top of the pipe, see the Typical City Details.
The tape shall indicate the presence of the water main plainly on the tape face.
All PVC pipe shall be buried with a locating wire properly affixed to the main.
Section 31.11 SEPARATION OF WATER MAINS AND SEWERS
31.11.01 General
No water pipe shall pass through or come in contact with any part of a sanitary or
storm sewer manhole.
Extreme caution shall be exercised when locating water mains at or near certain
sites such as sewage treatment plants or industrial complexes. Individual septic
tanks must be located and avoided.
Water mains that are laid in the vicinity of pipe lines designated to carry raw
wastewater or reclaimed water (wastewater effluent) shall meet the horizontal and
vertical separations specified below. Compliance with all separation requirements
of F.A.C. Rule 62- 555.314 shall be met as a minimum.
2/20/2012 11 of 18 ARTICLE 31
31.11.02 Horizontal Separation
Under normal conditions, water mains shall be located at least 10 feet horizontally
from pipes carrying raw wastewater, and 3 feet horizontally from pipes carrying
stormwater or reclaimed water. The distance shall be measured from inside edge
of pipe to inside edge of pipe.
31.11.03 Vertical Separation
Under normal conditions, water mains shall be laid to provide a separation of at
least 18 inches between the bottom of the water main and the top of the
wastewater or storm sewer. Under unusual conditions, when construction
conditions prevent a vertical separation of 18 inches, a lesser separation in
accordance with 62.555.314 may be allowed.
3l .11.04 Crossing of Water Mains and Sewers
Water mains shall be above the sewer whenever they cross. A vertical separation
shall be maintained as described above. Adequate structural support for both the
water main and sewers shall be provided to prevent excessive deflection of joints
and settling.
Section 31.12 TRENCH PREPARATION AND PIPE BEDDING
31.12.01 Trench Preparation and Pipe Bedding
Applicable provisions of ARTICLE 6 of this Manual shall apply. Also refer to the
Typical City Details attached as part of this Manual.
31.12.02 Pipe Preparation, Handling and Laying
All pipe and fittings shall be inspected prior to lowering into trench to insure no
cracked, broken, or otherwise defective materials are being used. Contractor shall
clean ends of pipe thoroughly and remove foreign matter and dirt from inside of
pipe and keep clean during and after laying.
Contractor shall use proper procedures tools, and facilities for the safe and proper
protection of the work. Contractor shall lower pipe into the trench in such a
manner as to avoid any physical damage to the pipe and shall remove all damaged
pipe from the job site. Care shall be taken to not drop or dump pipe into trenches
under any circumstances.
Contractor shall prevent foreign material from entering the pipe while it is being
placed in the trench. Contractor shall remove all foreign material from the pipe or
joint ring before the next pipe is placed. If the pipe laying crew cannot put the
pipe into the trench and in place without getting earth into the pipe, the City may
require that snugly -fitted, tightly -woven canvas bags be placed over each end
before lowering the pipe. The bags shall be left in place until the connection is to
be made to the adjacent pipe. During laying operations, Contractor shall keep
debris, tools, clothing, or other materials out of the pipe.
2/20/2012 12 of 18 ARTICLE 31
All ductile iron pipe shall be installed in accordance with AWWA C -600 unless
such Standards conflicts with this Manual, in which case this Manual shall apply.
Contractor shall cut pipe only as necessary to comply with alignment shown on
the plans. Flame cutting of pipe shall not be allowed. Contractor shall provide
special tools and devices, such as special jacks, chokers, and similar items
required for proper installation. Lubricant for the pipe gaskets shall be furnished
by the pipe manufacturer, and no substitutes shall be permitted under any
circumstances.
The pipe shall be polyethylene encased (8 mil) where shown on the detail sheets
in accordance with ANSI /AWWA A- 21.51/C -105.
31.12.03 Trench Dewatering and Drainage Control
Contractor shall prevent water from entering the trench during excavation and
pipe laying operations to the extent required to properly grade the bottom of the
trench and allow for proper compaction of the backfill. Pipe shall not be laid in
water.
31.12.04 Survey Line and Grade
Pipe shall be laid to the lines and grades shown on the plans. The Contractor shall
provide line and grade stakes at a 100 foot maximum spacing and at all line
and /or grade change locations. Contractor shall provide Temporary Bench Marks
at maximum 1,000 foot intervals. The minimum pipe depth shall be 3 feet below
the finished grade surface or 3 feet below the elevation of the edge of pavement of
the road surface, whichever is greater.
31.12.05 Laying of Pipes on Curves
Pipe installed on long radius curves, either horizontal or vertical, may be installed
with standard pipe by deflections at the joints. Maximum deflections at pipe
joints, fitting and laying radius for the various pipe lengths shall not exceed 75
percent of the pipe manufacturer's recommendation.
The maximum allowable tolerance in the joint due to variances in installation is
0.75 degrees (3- inches per joint per 20 ft stick of pipe). No bending tolerance in
the pipe barrel shall be accepted. Alignment change shall be made only with
sleeves and fittings.
31.12.06 PiVe Restraining and Thrust Block
Requirements specified in ARTICLE 26 of this Manual shall apply.
31.12.07 Bedding and Backfill for Pipes
Requirements specified in ARTICLE 6 of this Manual shall apply.
2/20/2012 13 of 18 ARTICLE 31
Section 31.13 HYDROSTATIC TESTS
31.13.01 General
Hydrostatic tests shall consist of pressure test and leakage test. Hydrostatic tests
shall be conducted on all newly laid pressure pipes, joints and valves including all
service lines to the curb stops. Air testing of pressure pipes shall not be permitted
under any circumstance. Tests shall not be made on sections exceeding 2,000 feet.
Contractor shall furnish all necessary equipment and material, make all taps, and
furnish all closure pieces in the pipe as required. Equipment to be furnished by the
Contractor shall include graduated containers, pressure gauges, hydraulic force
pumps, and suitable hoses and piping. The City will monitor and approve a
satisfactory test.
The Contractor may conduct hydrostatic tests after the trench has been partially
backfilled with the joints left exposed for inspection for informational purposes
only. The hydrostatic tests for acceptance shall only be conducted after the
trenches have been completely backfilled and compacted as specified. Where any
section of pipe is provided with concrete thrust blocking, pressure test shall not be
made until at least 5 days have elapsed after the thrust blocking is installed. If
high -early cement is used for the concrete thrust blocking, the time may be
reduced to 24 hours if the City concurs that the concrete has cured and reached
adequate strength.
31.13.02 Testing Criteria
All pipe sections to be pressure tested shall be subjected to a hydrostatic pressure
of 150 psi. The duration of each pressure test shall be for a period of 2 hours. If
during the test, the integrity of the tested line is in question, the City may require a
6 hour pressure test. The basic provisions of AWWA C -600 shall be applicable.
31.13.03 Procedure for Pressure Test
Each section of pipe to be tested, as determined by the City, shall be slowly filled
with water and the specified test pressure shall be applied by means of a pump
connected to the pipe in a satisfactory manner. Before applying the specified test
pressure, all air shall be expelled from the pipe. To accomplish this, taps shall be
made and appropriate valves installed to ensure bleeding of all air from the main.
If defective pipes, fittings, valves, or hydrants are discovered in consequence of
this pressure test, all such items shall be removed and replaced by the Contractor
with sound material and the test shall be repeated until satisfactory results are
obtained. Provisions of AWWA C -600, where applicable, shall apply.
2/20/2012 14 of 18 AR r[CEE 31
31.13.04 Procedure for Leakage Test
After completion of the pressure test, a leakage test shall be conducted to
determine the quantity of water lost by leakage under the specified test pressure.
Applicable provisions of AWWA C -600 shall apply.
Allowable leakage in gallons per hour for pipeline shall not be greater than that
determined by the formula:
L = SD "'
133,200
Note: L = Allowable leakage in gallons per hour.
S = Length of pipe tested, in feet.
D = Nominal diameter of the pipe in inches.
P = Average test pressure during leakage test in pounds per square inch
gauge.
Leakage is defined as the quantity of water to be supplied in the newly laid pipe
or any valved section under test, which is necessary to maintain the specified
leakage test pressure after the pipe has been filled with water and the air expelled.
Should any test of pipe laid disclose leakage greater than that allowed, Contractor
shall locate and replace or repair the defective joints, pipe or valve until the
leakage from subsequent testing is within the specified allowance.
Section 31.14 DISINFECTION OF WATER MAINS
31.14.01 General
Before being placed in service, all new water mains shall be chlorinated in
accordance with the Specifications below and the procedures outlined in AWWA
C -651 "Standard Procedure for Disinfecting Water Mains ".
31.14.02 Flushing
Sections of pipe to be disinfected shall first be flushed to remove any solids or
contaminated material that may have become lodged in the pipe. If no hydrant is
installed at the end of the main, then a blow -off valve shall be provided large
enough to develop a velocity of at least 2.5 feet per second in the main.
All taps required for chlorination or flushing purpose, or for temporary or
permanent release of air shall be provided for by the Contractor as a part of the
construction of water mains. After the disinfection, all such taps shall be sealed to
the satisfaction of the City.
2/20/2012 15 of 18 ARTICLE 31
31.14.03 Disinfection Criteria
Before being placed into service, all new mains and repaired portions of, or
extensions to existing mains shall be chlorinated so that the initial chlorine
residual is not less than 50 mg /1 and that a chlorine residual of not less than 25
mg /1 remains in the water after standing 24 hours in the pipe.
31.14.04 Form of Applied Chlorine
Chlorine may be applied as a liquid chlorine (gas -water mixture), or a mixture of
water and high -test calcium hypochlorite. Contractor shall assume responsibility
for safe handling of chlorine and shall meet requirements of OSHA and other
regulatory agencies for safe handling of chlorine.
31.14.05 Point of Application
The preferred point of application of the chlorinating agent is at the beginning of
the pipe line extension or any valved section of it, and through a corporation stop
inserted in the pipe. The water injector for delivering the chlorine - bearing water
into the pipe shall be supplied from a tap made on the pressure side of the gate
valve controlling the flow into the pipe line extension. Alternate points of
applications may be used when approved or directed by the City.
31.14.06 Chlorinating Valves and Hydrants
In the process of chlorinating newly laid pipe, all valves or other appurtenances
shall be chlorinated while the pipe line is filled with the chlorinating agent and
under normal operating pressure.
31.14.07 Operation of City Valves
Valves shall be manipulated by the City personnel so that the strong chlorine
solution in the line being treated shall not flow back into the line supplying the
water.
3l .14.08 Retention Period
Treated water shall be retained in the pipe at least 24 hours. After this period, the
chlorine residual at pipe extremities and at other representative points shall be at
least 25 mg /1.
31.14.09 Final Flushing and Testin
Following chlorination, all treated water shall be thoroughly flushed from the
newly laid pipe at its extremity until the replacement water throughout its lengths
shows upon test, a free chlorine residual not in excess of that normally carried in
the system. Flushed chlorinated water shall be de- chlorinated by an approved
method before or during discharge.
2/20/2012 16 of 18 ARTICLE 31
After flushing, water samples collected on 2 successive days from the treated
piping system, as directed by the FDEP permit, shall show acceptable
bacteriological results. All bacteriological testing shall be performed by a certified
laboratory or City and paid for by the Contractor. All such bacteriological
analysis must be performed by a laboratory certified by the State of Florida.
Proper chain of custody procedures must be followed and samples shall only be
collected by certified laboratory personnel in the presence of City personnel.
Copies of testing results and all related correspondence with the FDEP shall be
submitted to the City.
31.14.10 Repetition of Flushing and Testing
Should the initial treatment result in an unsatisfactory bacterial test, the original
chlorination procedure shall be repeated by the Contractor until satisfactory
results are obtained.
Section 31.15 FIRE HYDRANTS
31.15.01 Material
Fire hydrants shall have a minimum 5%4 inch valve opening and shall comply with
AWWA Standard C -502 for fire hydrants for water works service, unless in
conflict with Manual, in which case this Manual shall apply. Each hydrant shall
have 6 inch mechanical joint ends with harnessing lugs ( "dog ears ") and shall
open by turning to the left (counter - clockwise). Fire hydrant shall be of ample
length for a minimum 3%2 foot depth of bury. It shall be provided with two 2'/2
inch hose nozzles and one 4% inch pumper nozzle, all having National Standard
hose threads. Nozzles shall have caps attached by chains. Operating nuts shall be
AWWA Standard (pentagonal, measuring 1' /2 inch point to flat). Fire hydrants
shall be equipped with O -Ring packing. (See approved Manufacturer's List
attached as part of this Manual.)
31.15.02 Painting
All iron parts of the hydrant, both inside and outside, shall be painted in
accordance with AWWA C -502. All inside surfaces and outside surfaces below
the ground line shall be coated with asphalt varnish. They shall be covered with 2
coats, the first having dried thoroughly before the second is applied. The outside
of the hydrant above the furnished ground line shall be thoroughly cleaned and
thereafter painted with 1 coat of paint of a durable composition, Hydrant Green
for bonnet and Hydrant Yellow for body. Products shall be as identified in the
Approved Manufacturer List.
2/20/2012 17 of 18 ARTICLE 31
31.15.03 Construction Details
Hydrants shall be plumb and shall be set so that the lowest hose connection is, at
least, 18 inches above the surrounding finished grade. All hydrants shall be
inspected in the field upon delivery to the job to insure proper operation before
installation. The resetting, moving, and reconnecting of existing hydrants shall be
handled in a manner similar to a new installation. Hydrant shall be constructed as
specified in the Typical City Details attached as part of this Manual. Fire
hydrants shall be required to have approved restraint glands.
31.15.04 Location and Spacing
Fire hydrants shall be as specified in the Typical City Details attached as part of
this Manual. The Fire Chief or his Designee shall review the actual placement
locations and final field locations of all hydrants. Hydrants shall be located no less
than 5 and no more than 10 feet from the edge of pavement of the adjacent
roadway and no less than 5 feet away from any physical feature which may
obstruct access or view of any hydrant unless otherwise approved by the City.
Hydrants shall not be placed on private distribution systems unless specifically
approved in writing by the City of Ocoee Fire Rescue Department. Hydrants shall
be within a right -of -way or an easement.
Hydrants shall be spaced and installed according to the following schedule in all
buildings falling under the LDC regulations, unless specifically permitted by City
to do otherwise
A) Single - Family Residential sprinklered and non- sprinklered:
1) 500 feet between hydrants.
2) No building further than 250 feet from a hydrant.
B) All other non - sprinklered and sprinklered (commercial, multifamily or
industrial areas)
1) 350 feet between hydrants.
2) No building further than 200 feet from a hydrant.
C) These areas may require additional hydrants due to required fire flows.
Section 31.16 CROSS CONNh:CTION CONTROL
In order to protect the public water supply system from contamination due to
cross connections, the Developer shall install City approved backflow prevention
devices where there is the potential of a non potable substance or contamination
coming into contact with the public water system. All backflow prevention
devices shall comply with the City of Ocoee's Manual of Cross Connection
Control and the Foundation for Cross Connection Control and Hydraulic
Research, University of Southern California (FCCCHR).
2/20/2012 18 of 18 ARTICLE 31
ARTICLE 32
RECLAIMED WATER SYSTEM
Index 32.01
GENERAL CONSIDERATIONS
32.02
DESIGN BASIS
32.03
DETAILS OF DESIGN AND CONSTRUCTION
32.04
RECLAIM METERING
32.05
RECLAIM SERVICES AND CONNECTIONS
32.06
SERVICE PIPE, STOPS, FITTINGS, AND SERVICE SADDLES
32.07
RECLAIM MAIN MATERIALS
32.08
RECLAIM MAIN INSTALLATION
32.09
VALVE INSTALLATION
32.10
IDENTIFICATION
32.11
SEPARATION OF WATER MAINS AND SEWERS
32.12
TRENCH PREPARATION AND PIPE BEDDING
32.13
HYDROSTATIC TESTS
32.14
FINAL FLUSHING
32.15
SYSTEM BLOWOFFS AND SUPPLY HYDRANT
BACK TO TABLE OF CONTENTS
Section 32.01 GENERAL CONSIDERATIONS
32.01.01 Types of Reclaim Water Supply Mains
The City will approve plans for reclaim water supply mains and extensions
(herein this article referred to as "reclaim mains ") only when such mains are
designed and constructed in accordance with the criteria set forth in this Manual.
32.01.02 Design Period
Reclaim mains shall be designed for the estimated ultimate tributary population,
as derived for the City's approved future land uses and /or historical flows.
Reclaim mains shall not include considerations for flows for fire protection
demand and shall be subject to system or area shut downs. In the event the latest
edition of an approved City of Ocoee Reclaim Master Plan or Study identifies
components of the reclaim system that are under consideration, the largest
capacity consideration shall be used in the design.
2/20/2012 1 of 14 ARTICLE 32
32.01.03 Location
Reclaim mains shall be located in dedicated rights -of -way or utility easements.
When installed in rights -of -way, reclaim mains shall, in general, maintain a
consistent alignment with respect to the centerline of the road. All reclaim mains
located outside of dedicated rights -of -way shall require a minimum 20 -foot
easement. If a reclaim water main is located adjacent to a right -of -way, a
minimum 10 -foot easement shall be provided. Additional easement widths shall
be provided when the pipe size or depth of cover so dictates. Reclaim mains shall
not be placed under retention ponds, tennis courts, and other structures or within
75 feet of public or private potable water supply wells. In general, reclaim mains
shall not be located alongside rear lot lines or pond berms unless approved by the
City.
Section 32.02 DESIGN BASIS
32.02.01 Average Daily Flow and Peak Flow
Reclaim peak hourly flow shall be used as the design basis for the neighborhood
and commercial (local) reclaim systems. Reclaim peak -hour flow shall be based
on the application of a 1" depth of irrigation per week applied over two days a
week from 5 P.M. to 7 A.M. (15 hours), multiplied by a factor of safety. The
factor of safety shall be 3 divided by any alternating irrigation days per address
for the area to be serviced.
32.02.02 Reclaim System Hydraulic Modeling
The City of Ocoee maintains a reclaim hydraulic model (Bentley WaterCAD)
which is used for but not limited to determining system performances, offsite
impacts and residual times. For developments that may substantially add to or
impact the City's reclaim system, the Owner /Developer shall initiate the
incorporation of the development's elements into the City's model, and the
simulation /analysis of the model. Unacceptable operating conditions and /or
offsite impacts created by the proposed development shall be remediated by the
Owner /Developer.
This effort to be undertaken by the Owner /Developer can be accomplished by
either the developer's engineer performing the model work with a City review or
by electing to have the City undertake the work. Electing to have the City to
perform the work shall require City approval. All costs incurred by the
incorporation of and outside reviews by the City shall be at the Owner/
Developer's expense. All final products shall become property of the City.
2/20/2012 2 of 14 ARTICLE 32
Section 32.03 DETAILS OF DESIGN AND CONSTRUCTION
32.03.01 Pressure
All reclaim mains shall be designed in accordance with Section 30.02.01 above.
The system shall be designed to maintain a minimum pressure of 40 psi 98% of
the time. The normal working pressure in the distribution system should be
approximately 60 psi. For pressures points greater than 90 psi, special provisions
may be required. Design Friction Losses for reclaim mains shall be determined
using the Hazen- Williams friction coefficient of C =120. Peak flow shall not
exceed 5 fps.
32.03.02 Diameter
Only 4 ", 6 ", 8 ", 12 ", 16 ", 20 ", 24 ", 30 ", 36 ", 42 ", 48" and 54" diameter reclaim
mains shall be permitted. Reclaim mains with a 4" diameter shall be permitted in
cul -de -sac areas with a maximum length of 800 feet of pipe. As a minimum, 6"
looped systems shall be required in low density residential projects. Where
looping of mains is not practical, 8" minimum mains shall be required, unless
detailed calculations are submitted to substantiate the sufficiency of a 6" main. In
commercial, industrial, and high density residential areas, minimum 8" looped
mains shall be required.
32.03.03 Dead Ends
In order to provide increased reliability of service and reduce head loss, dead ends
shall be minimized by making appropriate tie -ins wherever practical, as
determined by the City. System looping is required wherever possible to increase
overall capacity and service. Where dead -end mains occur, they shall be provided
with a hydrant or if approved blow -off for flushing purposes. Flushing devices
shall be sized to provide flows which will give a velocity of at least 2.5 feet per
second in the reclaim main being flushed. No flushing device shall be directly
connected to any sewer.
32.03.04 Valves
Valves shall be provided for all branch connections, loop ends, fire hydrant stubs,
or other locations as required to provide an operable, easily maintained, and
repairable reclaim distribution system. Valves are to be placed so that the
maximum allowable length of reclaim main required to be shut down for repair
work shall be 500 feet in commercial, industrial or multi - family residential areas,
or 800 feet in other areas.
2/20/2012 3 of 14 ARTICLE 32
32.03.05 Air Relief Valves
At high points in reclaim mains where air can accumulate, provisions shall be
made to remove the air by means of hydrants or automatic air relief valves.
Automatic air relief valves shall not be used in situations where flooding of the
manhole or chamber may occur. Refer to the Typical City Details attached as part
of this Manual.
32.03.06 Chamber Drainage
Chambers, pits or manholes containing valves, blow -offs, meters, or other such
appurtenances to a distribution system shall not be connected directly to any
storm drain or sanitary sewer, nor shall blow -offs or air relief valves be connected
directly to any sewer.
Section 32.04 RECLAIM METERING
32.04.01 General
All reclaim service connections shall be metered. In general, the method of
metering shall follow the guidelines listed below. However, the
Owner's /Developer's Engineer must obtain approval before finalizing the design
of the metering system. Master metering for irrigation for common grounds shall
be reviewed and approved by the City Engineer on a case -by -case basis.
32.04.02 Single Family, Duplex, and Multi - Family Subdivisions
Each unit's private irrigation areas shall be individually metered. Joint common
irrigation areas shall be master metered. Single and double services shall be
installed at property lines as specified in the Typical City Details attached as part
of this Manual.
32.04.03 Commercial, Industrial, and Institutional Projects
In general, each building shall be individually metered. Meter(s) shall be located
in the public rights -of -way at the property line.
32.04.04 Shopping Centers
Common irrigation areas shall be master metered. Each unit's private irrigation
area shall be individually metered. The meters shall be located either in the right -
of -way or within a Utility Easement. The meters shall be located within an
unpaved area to facilitate removal, repair and /or replacement without damage to
paved surfaces.
2/20/2012 4 of 14 ARTICLE 32
32.04.05 Meter Installation
All meter boxes shall be installed by the Contractor at finished grade and level.
All meters 2" in size and smaller will be installed by the City after payment of
applicable fees and charges. All meters 2" in size and smaller shall be installed
underground in an approved meter box. Meters larger than 2" shall be installed
aboveground. In general, meters larger than 2" shall be located in a meter
easement located adjacent to the public right -of -way.
32.04.06 Meter Sizing
Size of all meters shall be determined by the Owner's/Developer's Engineer and
approved by the City Engineer. The Owner's /Developer's Engineer shall provide
sufficient information on estimated peak flows and low flows so that meter size
can be evaluated. The Owner's/Developer's Engineer shall include head - losses
through metering device when designing the reclaim system.
Section 32.05 RECLAIM SERVICES AND CONNECTIONS
Reclaim services and connections shall conform to the applicable provisions of
this Manual and the Typical City Details attached as part of this Manual. Only 1 ",
1 'h" 2" 3" 4" 6" 8" 10" and 12" services shall be permitted. Where reclaim
services greater than 12" are required, dual services shall be provided. New
services and connections to the reclaim system, either new or existing, shall be
made by the Contractor.
Reclaim service piping and connection shall be installed as specified in the
Typical City Details attached as part of this Manual. The location of all service
lines shall be as specified in the Typical City Details attached as part of this
Manual and shall be either single or dual service. On curbed streets, the exact
location for each installed service shall be marked by etching or cutting a "W" in
the concrete curb. Where no curb exists, locations shall be adequately marked by
a method approved by the City.
Section 32.06 SERVICE PIPES, STOPS, FITTINGS, AND SERVICE
SADDLES
32.06.01 Service Pipes
All service lines shall be 1 ", 1 ' /z" or 2" standard AWWA C- 901 -88 PE 3406
(purple) polyethylene tubing, 200 psi rating. Single and double residential service
lines shall be 1" diameter. Double service lines shall use 1" x 1" x 1" wye branch
(Ford No. Y44 -264) or equivalent.
2/20/2012 5 of 14 ARTICLE 32
32.06.02 Stops
Corporation stops shall be 1", 1 ''/2" or 2" brass, equipped with connections
compatible with polyethylene tubing and threaded in accordance with
specifications in AWWA C -800 and AWWA C -901. Curb stops shall be sized to
match the meter size and conform to the specifications in AWWA C -800 and
AWWA C -901.
32.06.03 Fittings
Fittings shall be brass, cast and machined in accordance with specifications in
AWWA C -800 and AWWA C -901, with compatible polyethylene tubing
connections.
32.06.04 Service Saddles
A service saddle may be used for all service line taps. Service saddles shall be
double strap, anchored by a minimum 4 bolt pattern on a ductile iron saddle body.
The City may require a stainless steel strap and fusion epoxy or nylon coated
ductile iron body with stainless steel hardware in areas designated as corrosive.
Section 32.07 RECLAIM MAIN MATERIALS
32.07.01 General
These Specifications cover the pipe, fittings, and accessory items used for reclaim
distribution systems.
Pipe used in reclaim distribution systems shall be generally Polyvinyl Chloride
Pipe (PVC) with direct burial applications. For directional drill applications High
Density Polyethylene Pipe (HDPE) shall be required.
The Contractor shall be responsible for all materials furnished and storage of
same, until the date of substantial completion. The Contractor shall replace, at the
Contractor's expense, all materials found to be defective or damaged in handling
or storage. The Contractor shall, if requested by the City, furnish certificates,
affidavits of compliance, test reports, or samples for check analysis for any of the
materials specified herein. All pipe delivered to project site for installation is
subject to random testing for compliance with the designated specifications.
32.07.02 Pipe Material
All PVC mains of nominal diameter 4" through 12" shall be AWWA C900
SDR18 and mains greater than 12" shall be C905 SCR18. Refer to ARTICLE 33
Horizontal Directional Drilling for HDPE material requirements.
2/20/2012 6 of 14 ARTICLE 32
32.07.03 Fittings
Any fittings required shall be mechanical joint ductile iron or gray iron
conforming to ANSI/AWWA A- 21.10 /C -110, 250 psi minimum pressure rating, or
ductile iron compact fittings 4" through 12" in accordance with ANSI /AWWA A-
21.53/C -153.
32.07.04 Joints
Joints for ductile iron pipe and fitting joints shall be push -on or mechanical joints
conforming to ANSI /AWWA A- 21.11 /C -111. Where called for in the plans,
restrained or flanged joints shall be provided. Flanged joints shall conform to
ANSI Standard B -16.1 -125 lb. Restrained joints shall conform to ARTICLE 26 of
this Manual.
32.07.05 Resilient Seat Gate Valves
All gate valves 12" and smaller shall be resilient seat gate valves. Such valves
shall be resilient seated, manufactured to meet or exceed the requirements of
AWWA C -509, latest revision, and in accordance with the following
Specifications. Valves shall have an unobstructed waterway equal to or greater
than the full nominal diameter of the valve. (See approved Manufacturer's List
attached as part of this Manual.)
The valve body, bonnet, and bonnet cover shall be cast iron ASTM A -126, Class
B. All ferrous surfaces inside and outside shall have a fusion - bonded epoxy
coating. A 2" wrench nut shall be provided for operating the valve. All valves are
to be tested in strict accordance with AWWA C -509. The valve shall be operated
opening counterclockwise.
The valves shall be non - rising stem with the stem made of cast, forged, or rolled
bronze as specified in AWWA C -509. Two stem seals shall be provided and shall
be of the O -ring type. The stem nut must be independent of the gate.
The resilient sealing mechanism shall provide zero leakage at the working
pressure when installed with the line flow in either direction.
All shut -off valves 16" and larger shall be resilient seat gate with horizontal
mechanical gearing and clear passage for pigging devices. Valve shall be
American Flow Control Series 2500 NRS "Bevel Gearing Dimensions" or equal.
32.07.06 Valve Boxes
All buried valves shall have cast -iron three -piece valve boxes. Valve boxes shall
be provided with suitable heavy bonnets and shall extend to such elevation at, or
slightly above, the finished grade surface as directed by the City. The barrel shall
be a 2- piece, sliding type, having 5 1 /4 " shaft. The upper section shall have a flange
at the bottom having sufficient bearing area to prevent settling and shall be
complete with cast iron covers. Covers shall be 5 1 /4 " square and shall have
"RECLAIM" cast into the top for all reclaim mains. The actuating nuts for deeper
valves shall be extended to come up to a 4' depth below finished grade.
2/20/2012 7 of 14 ARTICLE 32
Care shall be taken while constructing valve boxes to ensure that valve stems are
vertical and the cast iron box has been placed over the stem with base bearing on
compacted fill and top flush with final grade. Boxes shall have sufficient bracing
to maintain alignment during backfilling. Contractor shall remove any sand or
undesirable fill from valve box prior to final inspection.
32.07.07 Air Release Valves
The air release valves for use in reclaim mains shall be installed as specified in
the Typical City Details attached as part of this Manual and the make and model
per the approved Manufacturer's List. Valves shall be provided with a vacuum
check to prevent air from reentering the line. The fittings shall be threaded.
Section 32.08 RECLAIM MAIN INSTALLATION
32.08.01 General
Pipe shall be installed in accordance with the manufacturer's specifications and
instructions for the type of pipe used and applicable AWWA Standards, such as
C -600 and C -603, unless otherwise stated in these Specifications. A 2" jumper
connection shall be provided for purposes of filling and testing the installed
reclaim line prior to clearance for use. The jumper is to be installed per the
Typical City Details attached as part of this Manual.
32.08.02 Pipe Storage and Staging
All types of pipe shall be handled in such a manner as will prevent damage to the
pipe or coating. Accidental damage to pipe or coating shall be repaired to the
satisfaction of the City or be removed from the job. When not being handled, the
pipe shall be supported on timber cradles or on properly prepared ground, graded
to eliminate all rock points and to provide uniform support along the full length.
When being transported, the pipe shall be supported at all times in a manner
which will not permit distortion or damage to the lining or coating. Any unit of
pipe that, in the opinion of the City, is damaged beyond repair by the Contractor
shall be removed from the site of the work and replaced with another unit. Joint
gaskets shall be stored in a clean, dark, dry location until immediately before use.
Dirt or other foreign material shall be prevented from entering the pipe or pipe
joint during handling or laying operations, and any pipe or fitting that has been
installed with dirt or foreign material in it shall be removed, cleaned and re -laid.
At times when pipe - laying is not in progress, the open ends of the pipe shall be
closed by a water -tight plug or by other means approved by the City to ensure
absolute cleanliness inside the pipe.
2/20/2012 8 of 14 ARTICLE; 32
Section 32.09 VALVE INSTALLATION
All valves shall be inspected upon delivery in the field to insure proper working
order before installation. They shall be set and jointed to the pipe in the manner as
set forth in the AWWA Standards for the type of connection ends furnished. All
valves and appurtenances shall be installed true to alignment and rigidly
supported. Any damage to the above items shall be repaired to the satisfaction of
the City before they are installed. Valves shall be installed in a vertical position
and be provided with a standard valve box so arranged that no shock will be
transmitted to the valve. The box shall be vertically centered over the operating
nut, and the cast iron box cover shall be set flush with the road bed or finished
surface. After installation, all valves shall be subjected to the field test for piping
as outlined in these Specifications. Should any defects in materials or
workmanship appear during these tests, the Contractor shall correct such defects
to the satisfaction of the City.
Flanged joints shall be made with hot dipped galvanized bolts, nuts and washers.
Mechanical joints shall be made with mild corrosion - resistant alloy steel bolts and
nuts. All exposed bolts shall be painted the same color as the pipe. All buried
bolts and nuts shall be heavily coated with 2 coats of bituminous paint.
Section 32.10 IDENTIFICATION
In order to preclude possible interconnections and/or improper use of reclaim
water, all reclaim lines, tubing, meter boxes and locate wire /tape shall be purple
Pantone 522c in color. PVC or HDPE reclaim mains shall be marked with a
continuous stripe within the top 90 of the pipe. Said stripe shall be a minimum of
2" in width and shall be light purple in color. Backfill shall not be placed for 30
minutes if field painting is required. In addition, all pipe shall be buried with
identification tape above the top of the pipe, see the Typical City Details attached
as part of this Manual. The tape shall indicate the presence of the reclaim main
plainly on the tape face. Indicator tape buried with PVC pipe shall be able to be
detected by standard metal detection equipment.
All new reclaim usages shall include the proper placement of signage notifying
the public of the use of reclaim. Subdivisions shall require signs located at each
entrance and all common /landscape areas. Commercial sites shall have signs
located where public could come in contact with reclaim water. See Typical City
Details as part of this Manual for sign details.
Section 32.11 SEPARATION OF WATER MAINS AND SEWERS
32.11.01 General
No reclaim main shall pass through or come in contact with any part of a sewer
manhole. Individual septic tanks must be located and avoided. Reclaim mains
shall be laid such as to ensure no cross - connection, line confusion and /or
improper connection will occur with potable water mains and facilities. Water
main shall have a minimum of 3' vertical and 18" horizontal separation, outside to
outside, or the separation requirements of F.A.C. Rule 62- 555.314 shall be met as
a minimum, whichever is greater.
2/20/2012 9 of 14 ARTICLE 32
Section 32.12 TRENCH PREPARATION AND PIPE BEDDING
32.12.01 Trench Preparation and Pipe Bedding
Applicable provisions of ARTICLE 6 of this Manual shall apply. Also refer to the
Typical City Details attached as part of this Manual.
32.12.02 Pipe Preparation, Handling and Lam
All pipe and fittings shall be inspected prior to lowering into trench to ensure no
cracked, broken, or otherwise defective materials are being used. Contractor shall
clean ends of pipe thoroughly and remove foreign matter and dirt from inside of
pipe and keep clean during and after laying.
Contractor shall use proper implements, tools, and facilities for the safe and
proper protection of the work. Contractor shall lower pipe into the trench in such
a manner as to avoid any physical damage to the pipe and shall remove all
damaged pipe from the job site. Care shall be taken to not drop or dump pipe into
trenches under any circumstances.
Contractor shall prevent foreign material from entering the pipe while it is being
placed in the trench. Contractor shall remove all foreign material from the pipe or
joint ring before the next pipe is placed. If the pipe laying crew cannot put the
pipe into the trench and in place without getting earth into the pipe, the City may
require that snugly -fitted, tightly -woven canvas bags be placed over each end
before lowering the pipe. The bags shall be left in place until the connection is to
be made to the adjacent pipe. During laying operations, Contractor shall keep
debris, tools, clothing, or other materials out of the pipe.
All pipe shall be installed in accordance with AWWA C -600 unless such
Standards conflicts with this Manual, in which case this Manual shall apply.
Contractor shall cut pipe only as necessary to comply with alignment shown on
the plans. Flame cutting of pipe shall not be allowed. Contractor shall provide
special tools and devices, such as special jacks, chokers, and similar items
required for proper installation. Lubricant for the pipe gaskets shall be furnished
by the pipe manufacturer, and no substitutes shall be permitted under any
circumstances.
32.12.03 Trench Dewatering and Drainage Control
Contractor shall prevent water from entering the trench during excavation and
pipe laying operations to the extent required to properly grade the bottom of the
trench and allow for proper compaction of the backfill. Pipe shall not be laid in
water.
2/20/2012 10 of 14 ARTICLE 32
32.12.04 Survey Line and Grade
Pipe shall be laid to the lines and grades shown on the plans. The Contractor shall
provide line and grade stakes at a 100' maximum spacing and at all lines and /or
grade change locations. Contractor shall provide Temporary Bench Marks at
maximum 1,000' intervals. The minimum pipe depth shall be 3' below the
finished grade surface or 3' below the elevation of the edge of pavement of the
road surface, whichever is greater.
32.12.05 Laying of Pipes on Curves
Long radius curves, either horizontal or vertical, may be laid with standard pipe
by deflections at the joints. Maximum deflections at pipe joints and laying radius
for the various pipe lengths shall be as recommended by the pipe manufacturer.
32.12.06 Pipe Restraining and Thrust Block
Requirements specified in ARTICLE 26 of this Manual shall apply.
32.12.07 Bedding and Backfill for Pipes
Requirements specified in ARTICLE 6 of this Manual shall apply.
Section 32.13 HYDROSTATIC TESTS
32.13.01 General
Hydrostatic tests shall consist of pressure test and leakage tests. Hydrostatic tests
shall be conducted on all newly laid pressure pipes, joints and valves including all
service lines to the curb stops. Air testing of pressure pipes shall not be permitted
under any circumstances. Tests shall not be made on sections exceeding 2,000'.
Contractor shall furnish all necessary equipment and material, make all taps, and
furnish all closure pieces in the pipe as required. Equipment to be furnished by the
Contractor shall include graduated containers, pressure gauges, hydraulic force
pumps, and suitable hoses and piping. The City will monitor and approve a
satisfactory test.
The Contractor may conduct hydrostatic tests after the trench has been partially
backfilled with the joints left exposed for inspection for informational purposes
only. The hydrostatic tests for acceptance shall only be conducted after the
trenches have been completely backfilled and compacted as specified. Where any
section of pipe is provided with concrete thrust blocking, pressure tests shall not
be made until at least 5 days have elapsed after the thrust blocking is installed. If
high -early cement is used for the concrete thrust blocking, the time may be
reduced to 24 hours if the City concurs that the concrete has cured and reached
adequate strength.
2/20/2012 11 of 14 ARTICLE 32
32.13.02 Testing Criteria
All pipe sections to be pressure tested shall be subjected to a hydrostatic pressure
of 150 psi. The duration of each pressure test shall be for a period of 2 hours. If
during the test, the integrity of the tested line is in question, the City may require a
6 hour pressure test. The basic provisions of AWWA C -600 shall be applicable.
32.13.03 Procedure for Pressure Test
Each section of pipe to be tested, as determined by the City, shall be slowly filled
with water and the specified test pressure shall be applied by means of a pump
connected to the pipe in a satisfactory manner. Before applying the specified test
pressure, all air shall be expelled from the pipe. To accomplish this, taps shall be
made and appropriate valves installed to ensure bleeding of all air from the main.
If defective pipes, fittings, valves, or hydrants are discovered in consequence of
this pressure test, all such items shall be removed and replaced by the Contractor
with sound material and the test shall be repeated until satisfactory results are
obtained. Provisions of AWWA C -600, where applicable, shall apply.
32.13.04 Procedure for Leakage Test
After completion of the pressure test, a leakage test shall be conducted to
determine the quantity of water lost by leakage under the specified test pressure.
Applicable provisions of AWWA C -600 shall apply.
Allowable leakage in gallons per hour for pipeline shall not be greater than that
determined by the formula:
L= S
133,200
Note: L = Allowable leakage in gallons per hour.
S = Length of pipe tested, in feet.
D = Nominal diameter of the pipe in inches.
P = Average test pressure during leakage test in pounds per square inch
gauge.
Leakage is defined as the quantity of water to be supplied in the newly laid pipe
or any valved section under testing, which is necessary to maintain the specified
leakage test pressure after the pipe has been filled with water and the air expelled.
Should any of the test pipe laid disclose leakage greater than that allowed,
Contractor shall locate and replace or repair the defective joints, pipe or valve
until the leakage from subsequent testing is within the specified allowance.
2/20/2012 12 of 14 ARTICLE 32
Section 32.14 FINAL FLUSHING AND TESTING
2/20/2012
All material, sediment and debris shall be thoroughly removed from the newly
laid pipe at its extremity until the replacement water throughout its length is clear,
including all mains and services. Repeating of the cleaning procedures shall be
required in the event that material, sediment and /or debris is observed or system
continuity is interrupted.
32.14.01 Pigging /Swabbing Procedures
a. All new reclaimed water mains shall be hydraulically or pneumatically
cleaned with a polypropylene swabbing device to remove dirt, sand, and
debris from main.
b. If swabbing access and egress points are not provided in the design
drawings, it will be the responsibility of the CONTRACTOR to provide
temporary access and egress points as required for the cleaning.
C. Passage of cleaning poly swabs through the system shall be constantly
monitored, controlled and all poly swabs entered into the system shall be
individually marked and identified so that the exiting of the poly swabs
from the system can be confirmed.
d. Cleaning of the system shall be done in conjunction with the initial filling
of the system for its hydrostatic test.
e. The CONTRACTOR shall insert flexible polyurethane foam "swabs" (2
pounds per cubic foot density) complete with rear polyurethane drive seal,
into the first section of pipe. The "swabs" shall remain there until the
pipeline construction is completed.
f. The line to be cleaned shall only be connected to the existing distribution
system at a single connection point.
g. Locate and open all new in -line valves beyond the point of connection on
the pipeline to be cleaned during the swabbing operation.
h. At the receiver or exit point for the poly swab, the CONTRACTOR is
responsible for creating a safe environment for collection of debris, water
and the swab. Considerations shall be made for protecting surrounding
personnel and property and safe retrieval of the swab.
i. Only City personnel shall operate the supply valve from the existing
distribution system. Cleaning and flushing shall be accomplished by
propelling the swabbing swab down the pipeline to the exit point. Flushing
shall continue until the water is completely clear and swab is retrieved.
1. Re -apply a series of individual swabs in varying diameters
and /or densities as required, to attain proper cleanliness of
pipeline.
13 of 14 ARTICLE 32
2. Swabbing speed shall range between two and five feet per
second.
j. After the swabbing process, pressure testing of the pipe shall be completed
in accordance with this ARTICLE.
Section 32.15 SYSTEM 13LOWOFFS AND SUPPLY HYDRANT
32.15.01 Spacing
System blow offs shall be required on each reclaim main run with a maximum
spacing of 3,000'. Where reclaim mains are 12" or greater, or system blow offs
are at extreme ends of the reclaim system, the system blow off shall be replaced
with supply hydrants. The City Engineer shall approve the replacement of a
system blow off with supply hydrant. Fire hydrants as specified in ARTICLE 31
shall be used as supply hydrants and shall be painted purple.
2/20/2012 14 of 14 ARTICLE 32
ARTICLE 33
Index
HORIZONTAL DIRECTIONAL DRILLING
33.01 GENERAL CONSIDERATIONS
33.02 DESIGN BASIS
33.03 DETAILS OF DESIGN AND CONSTRUCTION
33.04 PRODUCTS
33.05 EXECUTION
BACK TO TABLE OF CONTENTS
Section
33.01 GENERAL CONSIDERATIONS
33.01.01 Type of Horizontal Installation
The City will approve plans for horizontal directional drill installation of pipe and
/or casing pipe for utility extensions as required for crossing under roadways, rail
lines, streams, or other vertical conflicts as necessary in accordance with
approved design and recommendation of the Engineer of Record. Such
installations may be required to meet minimum standards as set forth by other
jurisdictions having authority over the feature being crossed including Orange
County, FDOT, or Railroad. The utility mains and extensions shall be installed in
conjunction with the horizontal drilling only when such mains are designed and
constructed in accordance with the criteria set forth in other Articles of this
Manual.
Section 33.02 DESIGN BASIS
33.02.01 General
A. Horizontal directional drilling is a method of installation commonly
referred to as directional drilling or guided horizontal boring.
B. Refer to applicable water, reclaimed water and force main design
standards in ARTICLE 29, ARTICLE 31, and ARTICLE 32.
33.02.02 Location
A. Directional drilling is allowed for pressurized mains and is not allowed for
gravity mains.
B. Directional drilling of restrained PVC and ductile iron is allowed in City
of Ocoee right -of -way. Ductile iron shall only be utilized for water and
reclaimed water mains.
2/20/2012 1 of 10 ARTICLE 33
C. Directional drilling of HDPE pipe shall be limited to wetlands, canal
crossings and road crossings as approved by the City Engineer. The City
will consider allowing directional drilling for other circumstances with
specific approval, such as limited R/W or easement areas that
conventional open cut cannot be performed due to other utilities or
conflicts. A written request must be submitted to the City that outlines the
need for directional drilling.
Section 33.03 DETAILS OF DESIGN AND CONSTRUCTION
33.03.01 General
A. Horizontal alignment shall be as shown on the PLANS. The pipe shall
have a minimum 36 inches of cover.
B. The maximum depth shall be determined based on the size of the drill and
the necessary clearance from the existing or proposed utilities or feature
being crossed.
C. For subaqueous crossings, a minimum cover of five feet shall be
maintained over the pipe measured from the lowest part of the stream bed
at the point of crossing.
D. Compound curvatures may be used, but shall not exceed the maximum
deflections, as set forth by the pipe manufacturer or AWWA Standards,
whichever is more stringent.
E. Entry angle shall not exceed 15 degrees. Exit angle shall be 6 to 12
degrees to facilitate pullback. Entry angle and exit angle shall not exceed
manufacturer recommendations on deflection, angle or radius of curvature.
F. A cross section drawn to scale shall be provided on the PLANS showing
the proposed bore path and all existing utilities within the directional drill
corridor.
33.03.02 Scope of Work
The WORK specified in this section consists of furnishing and installing
underground utilities using the horizontal directional drilling (HDD) method of
installation, also commonly referred to as directional boring or guided horizontal
boring for pressure pipe. This WORK shall include all piping services, equipment,
materials and labor for the complete and proper installation testing, restoration of
underground utilities and environmental protection and restoration.
2/20/2012 2 of 10 ARTICLE 33
33.03.03 Quality Assurance
A. Qualifications:
1. Directional drilling CONTRACTOR (or SUBCONTRACTOR)
shall have a minimum of four years experience constructing water,
wastewater, or reclaimed water experience to include pipelines of
the same or larger diameter and the same or greater lengths. All
pipe and appurtenances of similar type and material shall be
furnished by a single manufacturer.
2. The CONTRACTOR's operations shall be in conformance with
the Directional Crossing Contractors Association (DCCA)
published guidelines (latest edition) and pipe manufacturer's
guidelines and recommendations.
Section 33.04 PRODUCTS
33.04.01 General
A. The directional drilling equipment shall consist of the following:
1. A directional drilling rig of sufficient capacity to perform the bore
and pull -back of the pipe;
2. A drilling fluid mixing, delivery and recovery system of sufficient
capacity to complete the crossing;
3. A drilling fluid recycling system to remove solids from the drilling
fluid so that the fluid can be reused;
4. A magnetic guidance system to accurately guide boring operations,
5. A vacuum truck of sufficient capacity to handle the drilling fluid
volume; and
6. Trained and competent personnel to operate the system.
B. All equipment shall be in good, safe operating condition with sufficient
supplies, materials and spare parts on hand to maintain the system in
proper working order.
2/20/2012 3 of 10 ARTICLE 33
33.04.02 Drilling System
The directional drilling machine shall consist of a hydraulically powered system
to rotate, push and pull hollow drill pipe into the ground at a variable angle while
delivering a pressurized fluid mixture to a guidable drill (bore) head. The machine
shall be anchored to the ground to withstand the pulling, pushing and rotating
pressure required to complete the crossing. The hydraulic power system shall be
self contained with sufficient pressure and volume to power drilling operations.
Hydraulic system shall be free of leaks. Rig shall have a system to monitor and
record maximum pullback pressure during pullback operations. The rig shall be
grounded during drilling and pullback operations. There shall be a system to
detect electrical current from the drilling string and an audible alarm that
automatically sounds when an electrical current is detected.
33.04.03 Pipe
A. Pipe shall be HDPE pipe with ductile iron pipe outside diameters in
accordance with AWWA C900 (C905) or C906 respectively. The
dimension ratio shall be verified by the CONTRACTOR based on the
pipe, joint and material pull strength required for the directional drilling.
Alternate material such as PVC or DIP may be allowed in special
cercumstances and must be approved by the City Engineer. Alternate
material shall comply with specification as outlined by this manual and
other conditions as required by approval by the City Engineer.
B. HDPE Pipe
2. HDPE pipe 4 -inch and larger nominal diameter shall be joined by
means of zero leak -rate butt (thermal heat) fusion welds and /or
approved flanged joints. Joints shall provide axial pullout
resistance. Compression style fittings shall not be allowed. Pipe
shall meet the requirements of ANSI /AWWA C906, and have an
outside diameter dimension of ductile iron pipe. Flanged joints
shall not be used below finished grade for horizontal directional
drilling applications.
2/20/2012 4 of 10 ARTICLE 33
1. HDPE pipe and related fittings shall be made with prime virgin
resins exhibiting a minimum cell classification as defined in
ASTM D3350 and meeting the PE 3408 code designation with
maximum dimension ratios equal to the following.
HDPE pipe shall have been continuously marked by the
manufacturer with permanent printing indicating at a minimum the
following.
a. Nominal size (inches);
b. Dimension ratio (DR);
C. Pressure rating (psi);
d. Trade name;
e. Material classification (PE 3408);
f. Plant, extruder and operator codes;
g. Resin supplier code;
h. Date produced; and
i. HDPE pipe used for portable water mains shall bear the
NSF Seal of Approval.
4. HDPE pipe shall be black in color with permanent colored stripes
extruded into the pipe length or shall be one solid color, per the applicable
service.
Potable Water
Blue
Wastewater
Green
Reclaimed Water
Purple
5. Installation Curvature:
The pipeline curvature shall not have a radius less than as shown in Table
33 -3, or exceed the manufacturers suggested minimum bending radius.
33.04.04 Drilling Fluids
luids
Drilling fluids shall consist of a mixture of potable water and gel- forming
colloidal material, such as bentonite or a polymer surfactant mixture producing
slurry of a consistency sufficient to expedite the pull -back installation within the
standards of practice detailed in the DCCA guidelines, (latest edition).
2/20/2012 5 of 10 ARTICLE 33
Table 33 -3. HDPE Pipe Deflection Information.
Pipe Diameter
Minimum Radius
Offset per 20 -ft
Length (inches)
(inches)
of Curvature (feet)
1
.
1
33.04.04 Drilling Fluids
luids
Drilling fluids shall consist of a mixture of potable water and gel- forming
colloidal material, such as bentonite or a polymer surfactant mixture producing
slurry of a consistency sufficient to expedite the pull -back installation within the
standards of practice detailed in the DCCA guidelines, (latest edition).
2/20/2012 5 of 10 ARTICLE 33
Section
33.05 EXECUTION
33.05.01 Personnel Requirements
A. Responsible representatives of the CONTRACTOR and
SUBCONTRACTOR(s) shall be present at all times during directional
drilling operations. A responsible representative as specified herein is
defined as a person experienced in the type of WORK being performed
and who has the authority to represent the CONTRACTOR in a routine
decision making capacity concerning the manner and method of carrying
out the WORK.
B. The CONTRACTOR and SUBCONTRACTOR(s) shall have sufficient
number of competent workers on the project at all times to ensure the
utility placement is made in a timely, satisfactory manner. Adequate
personnel for carrying out all phases of the directional drilling operation
(where applicable: tunneling system operators, operator for removing spoil
material, and laborers as necessary for various related tasks) must be on
the job site at the beginning of WORK. A competent and experienced
supervisor representing the CONTRACTOR or SUBCONTRACTOR that
is thoroughly familiar with the equipment and type of WORK to be
performed, must be in direct charge and control of the operation at all
times. In all cases, the supervisor must be continually present at the project
site during the directional drilling operation.
33.0.5.02 Work Plan
A. Work Plan: Prior to beginning WORK, the CONTRACTOR must submit a
Work Plan to The City Engineer detailing the procedure and schedule to be used
to execute the project. The WORK plan should include the following.
1. A description of all equipment to be used;
2. Down -hole tools;
3. A list of personnel and their qualifications and experience;
4. List of SUBCONTRACTORs;
5. A schedule WORK activity;
6. A safety plan, traffic control plan (if applicable);
7. An environmental protection plan and;
8. Contingency PLANS for possible problems.
WORK plan should be comprehensive, realistic and based on actual working
conditions for this particular project. Plan should document the requirements to
complete the project.
2/20/2012 6 of 10 ARTICLE 33
B. Equipment:
The CONTRACTOR will submit specifications on directional
drilling equipment to be used to ensure that the equipment will be
adequate to complete the project. Equipment shall include but not
be limited to the following.
a. Drilling rig;
b. Mud system;
C. Mud motors (if applicable);
d. Down -hole tools;
e. Guidance system and;
f. Rig safety systems.
2. Calibration records for guidance equipment shall be included.
Specifications for any drilling fluid additives that the
CONTRACTOR intends to use or might use shall be submitted.
33.05.03 Coordination of the Work
A. The CONTRACTOR shall notify the City Engineer at least three days in
advance of starting WORK. In addition, the actual crossing operation shall
not begin until An engineering representative is present at the project site
and agrees that proper preparations for the crossing have been made. City
Engineer's approval for beginning the crossing shall in no way relieve the
CONTRACTOR from the ultimate responsibility for the completion of the
WORK.
B. The CONTRACTOR and the City Engineer shall select a mutually
convenient time for the crossing operation to begin in order to avoid
schedule conflicts.
33.05.04 Procedure
The installation of appropriate safety and warning devices in accordance
with the "FDOT Manual on Traffic Control and Safe Practices" shall be
completed prior to beginning WORK.
33.05.05 Installation
A. Erosion and sedimentation control measures and on -site containers shall
be installed to prevent drilling mud from spilling out of entry and /or exit
pits. Drilling mud will be disposed of off -site in accordance with local,
state and federal requirements and /or permit conditions.
No other chemicals or polymer surfactant shall be used in the
drilling fluid without written consent of the City Engineer and after
a determination is made that the chemicals to be added are not
harmful or corrosive to the facility and are environmentally safe.
2/20/2012 7 of 10 ARTICLE 33
B. Pilot Hole:
Pilot hole shall be drilled on bore path with no deviations greater than two
percent of depth over a length of 100 feet. In the event that pilot does
deviate from bore path more than two percent of depth in 100 feet, the
CONTRACTOR will notify ENGINEER. The ENGINEER may require
the CONTRACTOR to pull -back and re -drill from the location along bore
path before the deviation.
C. Reaming:
Upon successful completion of pilot hole, the CONTRACTOR will ream
borehole to a minimum of 25 percent greater than outside diameter of
pipe using the appropriate tools. CONTRACTOR will not attempt to ream
at one time more than the drilling equipment and mud system are designed
to safely handle.
D. Pullback:
After successfully reaming borehole to the required diameter,
CONTRACTOR will put the pipe through the borehole. In front of the
pipe will be a swivel and barrel reamer to compact bore hole walls. Once
pullback operations have commenced, operations must continue without
interruption until pipe is completely pulled into borehole. During pullback
operations, the CONTRACTOR shall not apply more than the maximum
safe pipe pull pressure at any time. A break away head rated at the
maximum safe pull pressure shall be utilized.
E. As -built variance from the designed bore path shall not exceed plus or
minus one foot in the vertical plane and plus or minus two feet in the
horizontal plane. The CONTRACTOR shall submit any proposed
deviations from the design bore path by submittal to the City Engineer for
approval.
F. The pipe entry area shall be graded to provide support for the pipe to allow
free movement into the borehole. The pipe shall be guided in the borehole
to avoid deformation of, or damage to, the pipe by the use of support
rollers, etc.
G. If unexpected subsurface conditions are encountered during the bore, the
procedure shall be stopped. The installation shall not continue until the
OWNER and ENGINEER have been consulted.
H. The pipe shall be pulled back through the borehole using the wet insertion
construction technique. The pipe shall be installed full of water.
I. The pipe shall be installed in a manner that does not cause upheaval,
settlement, cracking, movement or distortion of surface features.
2/20/2012 8 of 10 ARTICLE 33
J. A boring log shall be kept with horizontal and vertical location every 10
feet. In addition, horizontal location of the bore shall be marked in the
field during the bore. The SURVEYOR shall locate these marks and
include this information with the bore depths in the Record Drawings. The
Surveyor may make a note on the drawing page containing the directional
drill and provide an exception for the directional drill only, as the
directional drill route cannot be uncovered and physically located.
Log should also contain drilling fluid pressure and drilling advancement
and pull back rates.
K. Locating wire shall be attached to the pipe. A minimum of three (3)
locating wires shall be attached at different radial locations around the
pipe to ensure continuity in at least one wire subsequent to installation.
Failure of continuous continuity in the locating wire, at the discretion of
the engineering representative, shall result in abandonment and
reinstallation of the directional drill.
33.05.06 Field Testing
A. PVC Pipe:
Perform hydrostatic testing for leakage following installation in
accordance with the applicable test sections.
B. HDPE Pipe:
1. After installation the pipe shall be tested in accordance with the
MANUAL with the following modifications:
a. Test Duration: The total test time including initial
pressurization, initial expansion and time at test pressure,
must not exceed eight hours. If the test is not completed
due to leakage, equipment failure, etc., the test section shall
be depressurized and allowed to "relax" for a minimum of
eight hours before it is brought back up to test pressure.
The test procedure consists of initial expansion phase and
leakage test phase.
b. Initial Expansion Phase: During the initial expansion phase,
the test section is pressured to the test pressure and enough
make -up liquid is added each hour for three hours to return
to test pressure.
2/20/2012
C. Leakage Test Phase: The leakage test phase follows
immediately and shall be either two or three hours in
duration. At the end of the time test, the test section shall be
returned to test pressure by adding a measured amount of
liquid. The amount of make -up liquid added shall not
exceed the values provided in Table 33 -4 plus allowable
leakage.
9 Of 10 ARTICLE 33
Contractor shall be required to pressure test the HDPE
main prior to installation of the main.
C. Pressure Testing:
The test pressure for the pipe shall be 150 psi for water and reclaimed
water and 150 psi for wastewater.
D. Mandrel Testing:
Perform mandrel testing through the entire length of the installed pipe.
The mandrel size shall be 90 percent of the inside diameter of the pipe.
2/20/2012 10 of 10 ARTICLE 33
'Applies to test period and not to initial expansion phase
ARTICLE 34
STORMWATER MANAGEMENT
Index 34.01
34.02
34.03
34.04
34.05
34.06
GENERAL
DESIGN STANDARDS
DESIGN STORM (minimum)
DRAINAGE AREA GEOMETRY
MATERIAL AND DESIGN SPECIFICATIONS
FLOOD PRONE AREAS
BACK TO TABLE OF CONTENTS
Section 34.01 GENERAL
The purpose of this ARTICLE is to provide design criteria for proposed stormwater
management systems within the City of Ocoee The proposed stormwater
management system shall comply with this ARTICLE, the City of Ocoee
Comprehensive Plan and City of Ocoee Land Development Code. In addition,
while this ARTICLE is intended to be the minimum standard, guidelines and
criteria for the design of stormwater management systems in the City of Ocoee,
other regulatory agencies and /or government entities by the State statutes or by
political boundaries also have jurisdiction. Most of these agencies or government
entities have established design criteria for stormwater management. In some
cases, established design_ parameters of those agencies contain conflicting
standards or criteria. In the case of conflicting criteria, it is the intent of this
ARTICLE to have the most stringent regulations govern. The following agencies
and government entities may have jurisdiction within the City of Ocoee:
• St. Johns River Water Management District
• Florida Department of Transportation
• Florida Department of Environmental Protection
• Orange County Environmental Protection Department
• U.S. Army Corps of Engineers
• Federal Emergency Management Agency
Section 34.02 DESIGN STANDARDS
To comply with the foregoing performance Standards, the proposed stormwater
management system shall conform to the following design Standards:
A) Side slopes and bottoms of all retention areas shall have grass or other
landscape material cover. The maximum side slopes of retention areas are
given within this ARTICLE. Landscaping of maintenance berms is
prohibited unless approved by City Engineer.
B) Spillways or other entrance channels to retention areas shall be designed
to prevent scouring and flushing of these retention areas by heavy rains.
2/20/2012 1 of 7 ARTICLE 34
C) Dry retention systems shall be designed and function such that the water
quality volume shall be recovered within 3 days (72 hours) in accordance
with the SJRWMD criteria. If this is not accomplished by percolation
and /or evaporation, the retention area must be improved and approved by
the City Engineer to meet the performance is requirements.
2/20/2012
D) Wet Detention /Retention systems shall be designed to meet the SJRWMD
design and performance criteria. If the design CRITERIA is not
accomplished following construction, the system must be improved and
approved by the City Engineer to meet the performance requirements.
E) Closed Basin or Land Locked Lake Criteria: Proposed stormwater
management systems located within a closed basin and /or land locked lake
system with no positive outfall to a stream or river that ultimately
discharges to the ocean, the proposed design shall retain the total volume
of runoff from the 100 -year; 24 -hour storm event (10.6- inches) for the
post- developed site. The total recovery of the 100 -year; 24 -hour retention
volume should occur within 14 days after the storm event. If the
infiltration credit during the storm event is included in the recovery
analysis, seepage and infiltration rates will have to be certified by a
geotechnical engineer licensed to practice in the State of Florida. For pre-
existing developed conditions, the Developer /Owner will only need to
retain and recover 100 percent of the runoff generated from the increase in
impervious area or the pre - development verse post - development net
increase of runoff volume, whichever is greater.
F) Hydraulic design criteria: The design engineer must submit drainage
computations for the hydraulic design of the proposed secondary drainage
systems. Specifically, storm sewer systems shall be designed and analyzed
to provide sufficient conveyance capacity for the ten -year storm event
(Rational method) to prevent upstream surcharging even when the
downstream outlet is experiencing tailwater submergence. Roadway
spread of water should also be analyzed with inlet spacing based upon
both allowable spread width and inlet capacity for the ten -year storm event
(Rational method).
G) The proposed stormwater management system shall be designed to
accommodate the stormwater that originates within the development and
stormwater that flows onto or across the development from adjacent lands.
H) The proposed stormwater management system shall be designed to
function properly for a minimum 20 year life.
I) The design and construction of the stormwater management system shall
be certified as meeting the requirements of this ARTICLE by a Professional
Engineer registered in the State of Florida.
J) No surface water may be channeled or directed into a sanitary sewer.
K) Dredging, clearing of vegetation, deepening, widening, straightening,
stabilizing or otherwise altering natural surface waters shall be minimized.
2 of 7 ARTICLE 34
L) Natural surface water shall not be used as sediment traps during or after
development.
M) For aesthetic reasons and to increase shoreline habitat, the shorelines of
detention and retention areas shall be sinuous rather than straight.
N) Water reuse and conservation shall, to the maximum extent practicable, be
achieved by incorporating the stormwater management system into
irrigation systems serving the development. (If Water Management
District allows.)
O) Vegetated buffers of sufficient width to prevent erosion shall be retained
or created along the shores, banks or edges of all natural or man -made
surface waters.
P) Littoral zones for wet detention ponds shall meet the Saint Johns River
Water Management District requirements.
Q) In phased developments the stormwater management system for each
integrated stage of completion shall be capable of functioning
independently as required by this ARTICLE.
R) All detention and retention basins shall be adequately accessible for
maintenance from streets or public rights -of -way.
S) Inlets shall be spaced in such a manner as to accept 100% of the design
runoff. The maximum allowable gutter run shall be 600 feet. The actual
required inlet spacing shall depend on the characteristics of each particular
site. Manholes, in accordance with ARTICLE 17, shall be required at the
end of each line, and at all changes in grade, size and alignment.
T) Specifications shall include a section outlining the proposed method of
controlling soil erosion during construction. Prior to approval of the
Development Plan a Stormwater Pollution Prevention Plan must be
submitted to the City Engineer for review and approval in accordance with
the City's LDC.
U) All drainage plans shall be subject to approval by the City Engineer or his
Designee. Plan submission shall include clear engineering calculations
showing the method of design, including soil information as required by
the City Engineer, and existing, as well as proposed, topography.
V) The required amount of treatment volume for each development shall be
based on the Saint Johns River Water Management District regulations.
W) Discharge from new development shall remain the same as pre - developed
flow patterns.
X) The City Engineer, at his discretion, may require additional requirements
when a project discharges into areas currently under drainage distress.
2/20/2012 3 of 7 ARTICLE 34
Y) All non - conventional retention /detention systems, such as but not limited
to exfiltration systems, are not acceptable unless reviewed and approved
by City Engineer. Exfiltration type systems must meet the SJRWMD
design criteria. Design parameters must be accompanied with signed and
sealed Geotchnical Subsurface Investigation with design parameters
demonstrating successful recovery of required water quality and quantity
volumes.
Section 34.03 DESIGN STORM (minimum)
A)
Retention /Detention basins
25 year, 24 hour
Attenuate peak to
with positive outfall flows
(8.5 ")
pre - developed rate
(to Lake Apopka)
B)
Retention /Detention basins
100 year, 24 hours
Retain increased
(within Closed Basins
(10.6 ")
volume, attenuate
and /or Land Locked Lakes)
peak flow to
pre - developed rate
C)
Stormwater Management
100 year, 96 hours
Retain increased
Systems within FEMA
(14.4 ")
volume, attenuate
Flood Prone Areas
peak flow to
pre- developed rate
D)
Collection and conveyance
10 year, 1 hour
systems (residential streets)
E)
Collection and conveyance
25 year, 1 hour
systems (collection and
arterial roads)
F) Canals
25 year, 24 hour
2/20/2012 4 of 7 ARTICLE 34
Section 34.04 DRAINAGE AREA GEOMETRY
A) Ponds Maximum side slope: 5:1 - Dry pond
5:1 to 2 -ft below
normal water level, then 2:1 to pond bottom
- Wet pond
B) Fenced Ponds Not allowed
C) Maintenance Berms Minimum width: 10'
D) Easement Widths Minimum width: 20'
All pond and swale side slopes shall be sodded, and bottoms shall be seeded and
mulched, except areas designed and approved as littoral zones. Shorelines shall
be sinuous rather than straight, so that the length of the shoreline is maximized
for growth of littoral vegetation and pollution attenuation.
Section 34.05 MATERIAL AND DESIGN SPECIFICATIONS
A) Conveyance Pipe
1) Minimum diameter for conveyance pipe shall be 15 inches.
2) Conveyance pipe shall be of reinforced concrete, unless otherwise
approved by City Engineer or his Designee.
3) Minimum slope shall be that which produces a minimum flow of
2 ft/sec at low flow.
4) Maximum run between structures or terminating ends shall be 500
feet.
B) Underdrain Pipe
1) Minimum diameter for underdrain pipe shall be 8 inches.
2) Material
a) Polyethylene tubing, satisfying AASHTO M -252 (ADS
with drain guard or approved equal.
b) PVC, satisfying ASTM D -3033.
C) Aluminum, satisfying AASHTO M -196.
3) Filter aggregate: FDOT 902 -4.
4) Filter fabric: Mirafi 140 or approved equal.
2/20/2012 5 of 7 ARTICLE 34
C) Design pipe velocity shall normally be less than 10 fps.
D) Maximum hydraulic grade line shall be one (1) foot below finished edge
of pavement elevation for 10 year storm, 0.5 feet below finished edge of
pavement elevation for 25 year storm in sump locations..
E) See ARTICLE 17 of this Manual for Inlet and Structure Specifications.
F) Fencing of stormwater management areas shall not be allowed.
Section 34.06 FLOOD PRONE AREAS
The floodplain is that area subject to inundation during the 100 year; 24 hour
storm event (rainfall depth in accordance with jurisdictional agency). The
floodway is that portion of the floodplain that must remain clear of encroachment
and shall not exceed the 100 year base flood elevation established on the
effective floodplain maps and /or as determined by the City Engineer.
Encroachment may be allowed within the one hundred (100 year floodplain, with
compensating storage.
All development within the areas of the 100 year floodplain as delineated on the
official Flood Insurance Rate Maps (FIRM) or as determined by the City
Engineer, shall comply with the following requirements:
1) The lowest floor elevation shall be at least 2 feet above the elevation of the
100 year, 24 hour storm, or at the maximum stage for the 100 year, 4 day
storm event (rainfall depth in accordance with jurisdictional agency),
whichever is higher.
2) For commercial or industrial developments, flood proofing may be
substituted in lieu of elevating the lowest floor.
3) Compensating storage must be provided for all floodwater displaced by the
proposed development below the 100 year 24 hour base flood elevation
established by FEMA. Generally, compensating storage must be calculated
between the existing 100 year base flood elevation and wet season
groundwater /water table elevation. The latter elevation must be determined
by a qualified geotechnical engineer, and his report shall identify the
historical wet season groundwater /water table; recommend bottom elevations
for compensating storage areas; and address the ability of said areas to
remain dry and available for floodwater storage.
4) Special attention must be given to the project area relationship with the
floodplain. An "active" site contributes a pre - development runoff volume in
excess of that which is stored on the site during the 100 year storm. A
"passive" site contributes a runoff volume less than that which is stored on
the site during the 100 year storm. Passive sites must provide special
assurances that encroachment is not occurring due to the construction of the
2/20/2012 6 Of 7 ARTICLB 34
development or its ponds. Compensating storage may be claimed in the
retention/detention pond system provided it is above the maintained water
elevations, and berm elevations are such that the pond system can be
inundated during the 100 year storm and still provide the required flood
protection, as determined by the City Engineer.
5) No development will be permitted in any Area of Special Flood Hazard
designation as unnumbered A Zone (no base flood elevation established)
until a Conditional Letter of Map Revision is approved by FEMA.
6) No development will be permitted in the designated floodway
2/20/2012 7 of 7 ARTICLE 34
GO
Date Published Media Name
C E Thursday, January 24, 2013 Orlando Sentinel I Orange Extra I G9
Advertisement or Article
CITY OF OCOEE
NOTICE OF PUBLIC
HEARING
FOR AN AMENDMENT
TO THE OCOEE LAND
DEVELOPMENT CODE
NOTICE IS HEREBY given that the City of Ocoee City
Commission will consider a proposed Amendment
to the City of Ocoee Land Development Code
relating to Article 6 Subsection 6 -1, incorporating an
Engineering Design Standards Manual by reference.
The CITY COMMISSION will hold a public hearing
on the proposed amendment on TUESDAY,
FEBRUARY 5, 2013, AT 7:15 PM or as soon
thereafter as practical. The public hearing will be
held in the City Hall Commission Chambers located
at 150 North Lakeshore Drive, Ocoee.
AN ORDINANCE OF THE CITY OF OCOEE,
FLORIDA, RELATING TO MINIMUM STANDARDS
FOR THE DESIGN AND CONSTRUCTION OF
FACILITIES IN THE CITY; ENACTING A NEW
SECTION 6 -1.C. OF ARTICLE VI OF CHAPTER
180 OF THE CODE OF ORDINANCES OF THE
CITY OF OCOEE; ADOPTING AN ENGINEERING
STANDARDS MANUAL; PROVIDING FOR
SEVERABILITY; PROVIDING FOR CODIFICATION;
PROVIDING AN EFFECTIVE DATE.
Interested parties may appear at the public hearing
and be heard with respect to the proposed actions
above. The complete case file may be inspected
at the Ocoee Development Services Department/
Planning Division located at 150 North Lakeshore
Drive, Ocoee, Florida between the hours of 8:00 a.m.
and 5:00 p.m., Monday through Friday, except legal
holidays.
The City Commission may continue these public
hearings to other dates and times, as it deems
necessary. Any interested party shall be advised
of the dates, times, and places of any continuation
of these or continued public hearings shall be
announced during the hearing and no further
notices regarding these matters will be published.
You are advised that any person who desires to
appeal any decision made at the public hearings
will need a record of the proceedings and for this
purpose may need to ensure that a verbatim record
of the proceedings is made which includes the
testimony and evidence upon which the appeal is
based. Persons with disabilities needing assistance
to participate in any of these proceedings should
contact the City Clerk's Office 48 hours in advance
of the meeting at 407 - 905 -3105.
Beth Eikenberry, City Clerk