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S:\Legal\Our Documents\Ordinances\17\Ord, and Amended W WW Design Criteria Manual.docx
'ORDINANCE
WHEREAS, pursuant to Ordinance No. 2002-040, the City Council of the City of
Denton, Texas adopted the Denton Development Code (the "Development Code"); and
WHEREAS, the Development Code established a process, whereby the policies,
regulations, and procedures relating to zoning and development within the City and its regulatory
extraterritorial jurisdiction are legislatively established by Council after public hearing, in
accordance with State law, but specific design standards and methodologies are delegated to
a staff of professionals possessing the licensure and expertise necessary and appropriate to
establishing such standards and methodologies in the public interest, after consultation with
their peers in both the public and private sectors, consistent with the policy direction of
Council; and
WHEREAS, the Development Criteria Manual process was intended to benefit the
public and the development community by empowering City professional staff to more quickly
implement new and improved materials and methods as they are developed, in accordance with
generally accepted design standards of the industry, as appropriate to achieving an equal or
greater public benefit for cost expended, for issues not involving policymaking decisions;
and
WHEREAS, the City Council had previously adopted by ordinance the
Water and Wastewater Design Criteria Manual; and
WHEREAS, after providing notice and after conducting a public hearing as required
by law, the City Council finds that these changes to the Water and Wastewater Design Criteria
Manual are consistent with the Comprehensive Plan and are in the public interest; NOW,
THEREFORE,
THE COUNCIL OF THE CITY OF DENTON HEREBYO AINS:
SECTION 1. The findings and recitations contained in the preamble of this ordinance
are incorporated herein by reference as true and as if fully set forth in the body of this ordinance.
SECTION 2. The Water and Wastewater Design Criteria Manual is hereby amended
and shall read as contained in Exhibit `A."
SECTION„ 3. It is hereby officially found and determined that the meeting at which
this Ordinance was passed was open to the public as required by law, and that public notice of
the time, place and purpose of the meeting was given as required by law.
SECTION 4. This ordinance shall be cumulative of all other ordinances of the City of
.......................
............ .........
Denton and shall not repeal any of the provisions of those ordinances except in those instances
where provisions of those ordinances are in direct conflict with the provisions of this Ordinance.
SECTION 5. If any section, subsection, paragraph, sentence, clause, phrase, or word in
this Ordinance, or the application thereof to any person or under any circumstances is held
invalid by any court of competent jurisdiction, such holding shall not affect the validity of the
remaining portions of this Ordinance, and the City Council of the City of Denton, Texas, hereby
declares it would have enacted such remaining provisions despite any such invalidity.
SECTION, 6. Save and except as amended hereby, all the provisions, sections,
subsections, paragraphs, sentences, clauses, and phrases of the Code of Ordinances shall remain
in full force and effect.
SECTION 7. This ordinance shall become effective immediately upon its passage and
approval. mm
PASSED AND APPROVED this the
... day of �j✓ 2017.
ATTEST:
JENNIFER WALTERS, CITY SECRETARY
36-M
ED A , TO LEGAL FORM:
LEAL, CITY ATTORNEY
C WATTS, MAYOR
EXHIBIT `A'
AMENDMENT TO THE
WATER AND WASTEWATER DESIGN CRITERIA MANUAL
City of Denton
October 24, 2017
Table of Contents
Water and Wastewater Criteria Manual
Table of Contents
Water and Wastewater Criteria Manual
TABLE OF CONTENTS
SECTION 1 -INTRODUCTION.. ...................... ..................... ................................,... , �.....7
SECTION 2
- PRELIMINARY DESIGN (APPLICABLE ONLY TO CITY PROJECTS) ............... ....,,....9
2.1
GENERAL.......................................................... ..........................
.................9
2.2
PROJECT FOLDER ................... .. ........... ........ .,..,....
2.3
INTERNAL COORDINATION..... ........
...... ,....... .9
2.4
RECORD RESEARCH ............................. ............. .........
..,.,10
2.5
UTILITY COORDINATION .................... ......... :........ ......... .......................................10
SECTION 3
- WATER DESIGN GUIDELINES .. .............................................. ........ ........
.................13
3.1
GENERAL.............................................................................................................................13
3.2
WATER MAIN SEPARATION FROM WASTEWATER MAINS.............................................13
3.3
SIZE OF WATER DISTRIBUTION MAINS........................................................................13
3.3.1
Public Fire Hydrants..............................................................................................,.,........15
3.3.2
Private Fire Mains..............................................................................................................15
3.3.3
Fire Flow Tests............................................................................................15
3.4
DEPTH OF COVER FOR WATER MAINS............................................................................15
3.5
PIPE AND FITTINGS.............................................................................................................16
3.6
METERS AND METER CANS /VAULTS ..............................................................................17
3.6.1
SIZING....................................................................................................................................19
3.6.2
Location...........................................................................................................26
3.6.3
Furnishing and Installing........................................................................................26
3.6.4
Details.............................................................................................................26
3.7
WATER MAIN HORIZONTAL AND VERTICAL ALIGNMENT...........................................26
3.8
HIGHWAY CROSSINGS...........................................................................................27
3.8.1
State Highway Alignment Criteria..............................................................
... .......27
3.9
RAILROAD CROSSINGS............................................................................................
27
3.10
CREEK CROSSINGS........................................................................„,.....,,
.....,.,...,,.27
3.11
TUNNELING, BORING AND JACKING..................................................................„........,.27
3.12
ELEVATED CROSSINGS...........................................................................
A.,.............28
3.12.1
Specific Utility Bridge......................................................................................29
3.13 EXISTING WATER MAIN REPLACEMENT.............................................................................29
3.14
METHODS OF CONNECTION.....................................................................................29
3.14.1
Pressure Zones...............................................................................................29
3.14.2
Tapping Sleeve and Valve...............................................................................
31
3.14.4
Cut -In Connection
31
3.14.5
Main Extensions.........................................................................
......,.......,...31
3.15
VALVES...................................................................................................................................31
3.15.1
Isolation Valves.................................................................................................
31
3.15.1.1
Location........................................................................................................31
3.15.1.2
Specifications.................................................................................................32
3.15.1.3
Details..........................................................................................................33
3.15.2
Air Release Valves and Air/ Vacuum -Air Release Valves........................................33
3.16
DEAD-END MAINS....................................................................................................................33
3.17
FIRE HYDRANT LOCATIONS AND COVERAGE..............................................................................33
3
Table of Contents
Water and Wastewater Criteria Manual
3.18
REQUIREMENTS FOR ABANDONING WATER MAINS.....................................................................34
3.18.1
Replacement Mains........................................................................................................
34
3.18.2
Extension Mains................................................................................................................34
3.18.3
Fire Hydrants . ........ ......... ..,......, . ,,.... , .................... ........ ,...
34
3.18.4
Valves .............................. ....,............. . _ ..... .......... ..........,...,,....,,.................,...,..,
34
SECTION 4 - WASTEWATER DESIGN GUIDELINES..........„..........................„..„,„„„.„„,„„.„„„.„.......35
4.1
GENERAL............................................................................................................................................35
4.2
ESTIMATED WASTEWATER FLOWS.................................................................................:........„.35
4.3
Separation Distances between WW Collection System Pipes and Manholes., . ....... _'.
__36
4.4
SIZE AND SLOPE OF SEWERS....................................................................................................
40
4.4.1
High Velocity Protection ......... ................ ............................ ........41
4.5
SEWER MAIN DEPTH......................................................................„.,..,..„........................,......,.....41
4.6
RECOMMENDED COVER...........................................................................................................41
4.7
SEWER ALIGNMENT...................................................................................................................41
4.8
SEWER LATERALS....................................................................................................................42
4.9
GRAVITY AND FORCE MAIN SEWER PIPE MATERIAL....................................................................
42
4.10
SEWER PIPE EMBEDMENT......................................................... ___.__'__43
4.11
MANHOLES..............................................................................................................................43
4.11.1
Manhole Locations..........................................................................................................44
4.12
HIGHWAY CROSSINGS..............................................................................................................44
4.12.1
State Highway Alignment Criteria...................................................................................44
4.13
RAILROAD CROSSINGS...........................................................................................................45
4.14
TUNNELING, BORING, AND JACKING..............................................................................................45
4.15
STORM DRAIN CROSSINGS......................................................................................................
46
4.16
CREEK CROSSINGS................................................................._,............,...........,.......,,........,,....46
4.17
SIPHONS.................................................................................................................................46
4.18
ABANDONMENT OF SEWER MAINS................................................................................„,.,...„...,
46
4.19
ABANDONMENT OF MANHOLES.........................................................„,.,...,.,......,.....................,.47
4.20
LIFT STATIONS.............................................................................u,,.......,,,............................,.....47
4.20.1
Preliminary Design Submittal ....................................... ....................................... ............
47
4.20.2
Site Layout................................................................................_....,................_.................48
4.20.3
Hydraulic Design................................................................................................................50
4.20.4
Pumps.............................................................................................................,...,.....,......52
4.20.5
Mechanical......................................................................................................................52
4.20.6
Electrical, Instrumentation and Supervisory Control and Data Acquisition (SCADA)
Requirements..................................................................................................................
53
4.21
LOW PRESSURE COLLECTION SYSTEMS...................................................................................
54
4.22
ON-SITE SEWAGE FACILITIES...................................................................................................54
4.22.1
General.......................................................................................................54
4.22.2
Permits Required.............................................................................................................54
4.22.3
Site Evaluations...............................................................................................................
54
4.22.4
Planning Requirements...................................................................................................54
4.22.5
On -Site Sewage Facility Land Use Requirements...........................................................54
0
Table of Contents
Water and Wastewater Criteria Manual
SECTION 5 - CONSTRUCTION PLANS .......................... ................................»»......,.............55
5.1
GENERAL ........................................... .... ........................... . ................ .........
...............55
5.2
RESPONSIBILITY ................................ ........... .........................
..... 55
5.3
FORMAT ............................. ............................... ......... ............... ............ ...................55
5.4
PLAN REQUIREMENTS .....................
.... 55
5.4.1 General.............................................................................................................55
5.4.2 Water Systems...............................................................................................55
5.4.3 Sanitary Sewer Systems.................................................................................
56
5.4.4 Grading................................................................................... .._......,.......56
SECTION 6 - RIGHTS-OF—WAY AND EASEMENTS.... ......... ........ ....... ,.......
,........... 57
6.1
RIGHT-OF-WAY REQUESTS AND APPROVALS PRIOR TO CONTRACT/WORK ORDER ......................
57
6.2
WITHIN EXISTING CITY ROW AND EASEMENTS ....... ...... ....... ...,
.....,........,. 57
6.3
CITY EASEMENT AND ROW ACQUISITION ................ .......
57
6.4
Non -City ROW Permits and Approvals ................... ................ .............. ...,........,...,....,.....,.....
59
SECTION 7 -ADDENDA, PLANS REVISIONS AND CHANGE ORDERS.......„................».................61
7.1
GENERAL................................................................................................................„.,,..,.,......,.61
7.1.1 Development Projects...........................................................................................61
7.1.2 City Projects................................................................................................
...61
7.2
ADDENDA.................................................................................................................................61
7.2.1 Development Projects........................................................................................61
7.2.2 City Projects...................................................................................................61
7.3
PLAN REVISIONS......................................................................................................................62
7.4
CHANGE ORDERS....................................................................................................................62
7.4.1 Development Projects......................................................................................62
7.4.2 City Projects...................................................................................................62
7.5
METHOD OF PLAN MODIFICATION.............................................................................................62
7.6
DISTRIBUTION OF MODIFIED PLANS OR SPECIFICATIONS FOR CITY PROJECTS ............................63
SECTION8 - SUBMITTALS.......................................................................................................................65
8.1
GENERAL................................................................__....,...,....,,...,........,........................,................65
8.2
MATERIAL AND SHOP DRAWING SUBMITTALS......................„,...,....,..........,...,....,..,,...............,....65
8.3
STANDARDS FOR PIPE..............................................................................................................65
8.4
SUBMITTAL REVIEW.................................................................................................................66
8.5
NONCONFORMANCE OF SUBMITTAL...........................................................................................
66
8.6
SUBMITTAL ACCEPTABLE WITH MINOR EXCEPTIONS ... ......... .........................................,..,..,......
66
8.7
ACCEPTABLE SUBMITTAL .......................................... .............................u......,............
.....,....... .66
8.8
SUBMITTAL RECORDS..............................................................................................................66
5
Table of Contents
Water and Wastewater Criteria Manual
Fay,*"ei Le-ft
illi Intt-.intioneilly
Section 1
Water and Wastewater Criteria Manual
Section 1 — Introduction
1.1 Purpose
The purpose of this Manual is to provide minimum guidelines for the design and
construction of water distribution and wastewater collection systems within the City of
Denton, Texas and its extra -territorial jurisdictions. The criteria established in this
Manual have been developed from a review of various applicable publications, North
Central Texas Council of Government (NCTCOG) Public Works Construction Standards
(as amended by the City of Denton), regulatory requirements, and City of Denton offices
which oversee the design, construction and maintenance of the water distribution and
wastewater collection systems.
These guidelines are to be used by design engineers in the City of Denton Capital
Projects Engineering Division, consulting engineers employed by the City, and engineers
of subdivision and land development infrastructure projects proposed for construction
and acceptance by the City within the City, within its extra -territorial jurisdictions and
within its Certificate of Convenience and Necessity (CCN) area. The criteria established
in this Design Manual provide basic guidance. However, full responsibility and liability for
proper design remains with the design engineer. Users of this Manual should be
knowledgeable and experienced in the theory and application of water and wastewater
engineering. Alternative designs may be submitted for consideration. However,
alternative designs will require additional time to evaluate, and the Director of Water
Utilities or the Director of Wastewater Utilities, as applicable, must approve any
deviations from criteria established in this Manual.
Along with this Manual, the Denton Development Code (DDC) should be consulted for
additional criteria. The criteria established in this Manual do not supersede the criteria
contained in the DDC. In the case of conflict among this Manual, NCTCOG Public Works
Construction Standards as amended by the City of Denton (City of Denton PW
Construction Standards), City of Denton Standard Details, or other cited regulations and
standards, the more stringent requirement shall apply.
7
Section 1
Water and Wastewater Criteria Manual
Section 2
Water and Wastewater Criteria Manual
Section 2 — Preliminary Design (Applicable Only to City
Projects)
NOTE: This Section is applicable only to design for City administered projects; not
development projects. However, this Section includes information development design
engineers may find useful to ensure appropriate coordination for their development projects.
2.1 General
The success of any project can be attributed to the thoroughness of the initial
investigations undertaken by the design engineer. This section describes the general
steps that are essential when beginning a project to develop the vision required for
preparing the final engineering plans and specifications.
2.2 Project Folder
The design engineer shall create and maintain an electronic project folder and
appropriate subfolders in the current electronic document system for each project. The
folder and subfolders shall contain all pertinent correspondence including, but not limited
to the following items:
A. Assignment memo for the project, if applicable.
B. Copies of memos from other City Offices.
C. Correspondence to and from the private sector, e.g., consulting engineers,
developers, etc.
D. Correspondence to and from other utilities, e.g., gas, electric, cable, telephone, etc.
E. Engineering calculations used to determine the size of pipe, alignment, cost, etc. of
the project.
F. Notes to file concerning conversations with citizens, consultants, etc.
2.3 Internal Coordination
Internal coordination among departments within the City is necessary to prevent
duplication of efforts, avoid conflicts and to inform other sections of activity in the project
area. The internal coordination process shall be accomplished and documented via
email.
The design engineer shall contact the following:
• Director of Capital Projects
• Executive Manager of Energy Delivery, DME
• Director of Water Utilities
9
Section 2
Water and Wastewater Criteria Manual
• Director of Wastewater Utilities
• Director of Parks and Recreation
• City Engineer
• Manager of Streets and Traffic
• Manager of Drainage
• Manager of Engineering Development Review
Indicate that a water or wastewater project is planned for a specific area and request
they identify, within 7 calendar days, any activities currently underway or planned by
their Operation that might conflict with the proposed project; negative responses are to
be requested to ensure proper coordination.
The email communication shall include a Concept Plan Fact Sheet with:
• Brief description of the project,
• Planned schedule,
• Approximate cost,
• Map highlighting the general area or location of the project, and
• General layout of the project with pipe sizes and direction of flow for wastewater.
2.4 Record Research
A thorough search for and review of existing records is required for all design projects.
These include water and wastewater construction plans, record drawing information and
online GIS interactive utility maps. Verification of main location and/or depth may be
obtained by field trips by the design engineer and/or a qualified Subsurface Utility
Engineering (SUE) firm. The design engineer should visit all sites of proposed
construction prior to and during design.
2.5 Utility Coordination
The design engineer shall initiate the utility coordination process prior to survey or
design. Subsurface Utility Engineering (SUE) firms should be considered for all projects.
Level "A" SUE locations may be required by the City depending on the nature of the
project and the magnitude of existing utility congestion along the project route.
A. The design engineer will furnish for submittal to the utilities a description of the
proposed project and the project location maps, highlighting in blue (for water) and
green (for wastewater) the proposed route or location of the project. The following
utility companies, along with any others operating within the area of the planned
project, are to be contacted:
1.
AT&T
2.
Atmos Energy
3.
Spectrum
4.
CoSery Gas & Electric
5.
Frontier Communications
6.
Grande Communications
10
Section 2
Water and Wastewater Criteria Manual
7. Oncor Electric
8. Texas 811
The Public Works Inspection ROW Inspector should also be contacted to determine
if other utilities should be contacted and if the City has any pending permits for work
in the area -of the planned project.
If the design engineer is in need of a specific location of a facility, a field
determination shall be coordinated with the specific utility company. The requesting
party shall be responsible for any excavation required to locate existing facilities,
unless the owner of the existing facility desires to make the excavation, or as
governed by the existing franchise law. In any case, the owner of the utility shall be
contacted prior to excavation and shall be afforded the opportunity to have a
representative on-site to ensure protection of the owner's interests.
11
Section 3
Water and Wastewater Criteria Manual
? #, to ""'lank
"age Lefft intentionally B
12
Section 3
Water and Wastewater Criteria Manual
Section 3 — Water Design Guidelines
3.1 General
It is the responsibility of the design engineer to ensure the final design of a water main is
in conformance with the most recent versions of the following documents:
A. Texas Administrative Code (TAC) Title 30, Part 1, Texas Commission on
Environmental Quality (TCEQ) — Rules, Ch. 290, "Public Drinking Wates'
B. Denton Development Code (DDC)
C. This Manual and the City's Standard Details
D. North Central Texas Council of Governments (NCTCOG) Standard Specifications for
Public Works Construction ("COG Specs."), as amended by the City of Denton
E. City of Denton Water Master Plan
F. Appendix B of the 2012 International Fire Code
G. American Water Works Association (AWWA) Standards
3.2 Water Main Separation from Wastewater Mains
Water mains shall be separated from wastewater mains as set forth in Texas
Administrative Code (TAC) Title 30, Part 1, Texas Commission on Environmental Quality
(TCEQ) Rules - 30 TAC 2.90.44.e. Location of waterlines and amended herein by the
City of Denton (see also Section 4.3 of this Manual, where those requirements are
listed).
(VOTE. The City of Denton does not allow the use of cast iron for water or
wastewater piping.
3.3 Size of Water Distribution Mains
Water mains shall be sized according to the City of Denton's Water Distribution System
Master Plan (Master Water Plan). Design engineers shall contact the City of Denton
Water Utility to obtain the latest version of the water distribution system model and
determine the size of water main required. For all residential, commercial, industrial,
and any other development connecting to the City's water distribution system, the
following guidelines shall be used:
A. The design engineer shall obtain the record drawing water maps from the Capital
Projects Engineering Division and use the following criteria, based on the City's
Master Water Plan, for sizing the water lines.
• Average daily demand in gallons per capita per day = 180 GPCD
Maximum daily demand / Average daily demand = 2.2
Peak hour demand / Maximum daily demand = 1.7
• For Single -Family Residential — Use 3.2 people/unit
• For Multi -Family Residential — Use 2.5 people/unit
13
Section 3
Water and Wastewater Criteria Manual
B. Water systems shall be provided with a sufficient number of connections to the City's
existing water system and shall be of sufficient size to furnish adequate water supply
to furnish fire protection to all lots and conform to the City Master Water Plan. Every
new water system shall include two or more connections to the existing City water
system, when feasible, to ensure an adequate and reliable water supply in the event
of a water main break or routine system maintenance. The City may require two or
more connections, particularly for larger developments. Good engineering judgement
is required to ensure reliability is considered in design of all proposed water systems.
The City's standardized water service line sizes are:
Table 3.3-1
Non-standard sized water services are not allowed. Refer to the water service
connection drawings on the City Standard Details.
C. Water pipe shall be a minimum of 8 in. diameter. The standard pipe sizes that shall
be used for water main lines are 8", 12", 16", 20", 24", 30", 36" and 42". Pipe sizes of
6", 10", 14", 18", 21 ", and 33" are considered non-standard by the City and shall not
be used for water main lines. Six (6) in. pipe may be used for fire hydrant
connections and, with approval of the Director of Water Utilities, for short dead-end
mains with a limited number of service connections.
D. Every development shall provide adequate water capacity for fire protection
purposes. Fire flow capacity requirements are in addition to daily demand
requirements. The procedure for determining fire flow requirements for buildings or
portions of buildings shall be in accordance with Appendix B of the 2012 International
Fire Code. For any platted lot where the end use is not defined, the following
standards shall apply:
14
Section 3
Water and Wastewater Criteria Manual
Table 3.3-2
One and two family dwellings less
1,000
than 3,600 SF
_
Buildings other than one and two
1,500
family dwellings less than 3,600 SF
Medium -intensity commercial and
3,000
light industrial
High-intensity commercial and
4,000
industrial
All fire flows to be calculated with twenty (20) pounds residual
pressures.
In addition to the fire flow requirements specified above, all
developments shall provide adequate water capacity to satisfy
the greater of (1) Peak Hour demand for the Peak Day or (2)
Average Hour demand plus fire flow for the Peak Day.
Mains are to be sized to ensure less than 1 foot of head loss
per 1,000 feet of water main at Hazen Williams coefficients of
C = 100, except for fire flow demands within the subdivision
internal distribution system.
Special exceptions to the above standards may be made by
the Director of Water Utilities for unique situations.
3.3.1 Public Fire Hydrants
Fire flow requirements shall be in accordance with Ch. 29 of the City of Denton Code of
Ordinances and Appendix B of the 2012 International Fire Code.
3.3.2 Private Fire Mains
In addition to the requirements of 3.3.1, private fire protection water mains shall be
installed in accordance with NFPA 24 and 2012 International Fire Code requirements.
Private fire protection mains shall be permitted by the Fire Marshall's Office.
3.3.3 Fire Flow Tests
Fire flow tests are normally requested by the design engineer, the MEP engineer, and
other engineers to determine available water system capacity at or near the point of
interest. If a fire flow test on the existing water system is necessary, contact the Water
Utilities Department directly.
3.4 Depth of Cover for Water Mains
The following guidelines apply to water main installations in public rights-of-way,
easements, or unimproved areas without permanent paving surfaces with base (such as
asphalt streets without permanent base, gravel or unimproved streets, or streets without
curb and gutters):
15
Section 3
Water and Wastewater Criteria Manual
Table 3.4-1
For water main installation in proposed or existing
permanent pavement (such as improved streets with
curb and gutter), the following guidelines apply:
Table 3.4-2
Additional depth of cover may be required for low lying
areas where future drainage improvements are anticipated.
3.5 Pipe and Fitting
Specifying the appropriate pipe material is the responsibility of the design engineer,
based on the analysis of specific site and loading conditions and pressure requirements.
The minimum requirements in this Section are based on pipe size only and in no way
relieve the design engineer of the responsibility of specifying the pipe material applicable
to the particular project. Pipe gasket material shall be that recommended by the
manufacturer for the specified pipe. Special attention shall be given by the design
engineer for unique pipe fitting and pipe assembly situations.
See Table 3.5-1 for the City's minimum pipe materials, fittings, polywrap, thrust restraint,
and embedment requirements, as a function of pipe size.
All fittings, including vertical and horizontal bends, shall have concrete thrust blocking.
See Drawings W700N, W701, W702A, W702B, W702C, and W703 on Sheet 3 of the
City Standard Details.
For water pipe lines 16 in. - 30 in., all fittings, including vertical and horizontal bends,
shall have restrained joints, designed independently of concrete thrust blocking. For
each particular fitting, the restrained joints may need to be installed beyond the fitting
(i.e., may need to be installed on several pipe joints on each side of the fitting),
depending on the required restrained length calculated. Restrained length calculations
shall be included in the lay schedule in the material submittal package and shall use
approved methods of joint restraint. See City Standard Details, specific product listings
and Table 3.5-1.
W9
Section 3
Water and Wastewater Criteria Manual
3.6 Meters and Meter Cans/Vaults
The City allows the following water meters, depending on the volume and nature of the
customer flow demands:
Table 3.6-1
Turbine meters are only allowed for irrigation meters; not for domestic meters.
Venturi meters are only allowed on a case-by-case basis, when recommended by
City Water Utilities.
Vaults are required for all meters greater than 2 in.
See Section 3.6.3 for Furnishing and Installing meters.
17
Section 3
and Wastewater Criteria Manual
Table 3.5-1
18
Minimum Requirements for Pipe and Fittings
------
Pipe Size
Pipe Material
Ductile Iron
Polywrap
(Pipe &
Thrust Restraint
(IN ADDITION
Fittings
DESIGNED INDEPENDENTLYe
Fittings)
OF CKINOY
PVC
Mechanical
8 -mil V -Bio
See drawings U201,
8 in. -12 in.
(AWWA C900, DR-
joint;
Enhanced
Wedge -action mechanical joint
U202, U203A, U203C
14)
Compact or
Polywrap
restraint glands, at fittings.
in City Standard Details
.www
Full-Bod
...._......_
fittin onl
Ductile Iron, AWWA
Wedge -action mechanical joint
C151, Special
8 -mil V -Bio
restraint glands, at fittings.
Thickness Class
Enhanced
Boltless Restrained connections
52, push -on joints
Mechanical
Polywrap
American Flex -Ring
(Example:U202,
See drawings U201,
(where
joint;
(inner layer),
joint), at several pipe joints either
U203A, U203C
unrestrained;
Full -Body
plus 4 -mil
side of each fitting, depending on
in City Standard Details
16 in. - 20 in.
example:
American Flex -Ring
cross-linked
(outer layer)
the required restrained length
joint
calculated.
Reinforced
Bonded joint
Concrete Steel
N/A
and Cathodic
Protection
Full Circle Welded Joints required
Contact Water Utilities
Cylinder, AWWA
(CP) System
for thrust restraint
Dept.
C303 Bar Wrapped
required
DuctileA
uC151r
Wedge -action mechanical joint
Special
p
8 -mil V -Bio
restraint glands, at fittings.
Thickness Class
Enhanced
Boltless Restrained connections
52, push -on joints
Mechanical
Polywrap
(Example: American Flex -Ring
(where
joint;
(inner layer),
joint), at several pipe joints either
Crushed Stone
unrestrained;
Full -Body
plus 4 -mil
side of each fitting, depending on
24 in.
example:
cross-linked
the required restrained length
American Flex -Ring
(outer layer)
d.
calculated.
�Oint)
....
Reinced
frSteel
Bonded joint
Concrete
N/A
and Cathodic
Protection
Full Circle Weldede...��
Joints required
Contact Water Utilities
Cylinder, AWWA
(CP) System
for thrust restraint.
Dept.
C303 Bar Wrapped
...
required
Ductile Iron,
Wedge -action mechanical joint
Pressure Class
Enhanced
Enhanced
aced
restraint glands, at fittings.
350; push -on joints
Mechanical
Polywrap
Boltless Restrained connections
(where
joint;
(inner layer),
(Example: American Flex -Ring
Crushed Stone
unrestrained;
Full -Body
plus 4 -mil
joint), at several pipe joints either
30 in. and
example:
cross-linked
side of each fitting, depending on
larger
American Flex -Ring
(outer layer)
the required restrained length
oint
calculated.
Reinforced
Bonded joint
Concrete Steel
N/A
and Cathodic
Protection
Full Circle Welded Joints required
Contact Water Utilities
Cylinder, AWWA
(CP) System
for thrust restraint.
Dept.
C303 Bar Wrapped
required
18
Section 3
Water and Wastewater Criteria Manual
3.6.1 Sizing
In commercial and industrial projects, the design engineer shall consult with the owner or
the Mechanical, Electrical and Plumbing (MEP) engineer to identify proposed sizes and
locations for domestic water meters, fire sprinkler connections and irrigation meters.
During Building Permit review, the City evaluates adequacy of meter size using Table
E201.1, "Minimum Size of Water Meters, Mains and Distribution Piping Based on Water
Supply Fixture Unit Values (w.s.f.u.)" of the 2012 International Plumbing Code (copy
included herein as Table 3.6.1-1). The City's Building Permit Plans Review uses the
2012 International Residential Code, Table P2903.6, "Water -Supply Fixture -Unit Values
for Various Plumbing Fixture and Fixture Groups" (see Table 3.6.1-2) to estimate water
supply fixture units (w.s.f.u.). To facilitate review of the proposed meter size, the design
engineer shall submit a tabulation of water supply fixture units (w.s.f.u.); a sample
tabulation is provided herein in Table 3.6.1-3.
Contact the Water Utilities Dept. regarding criteria for sizing fire -rated master meters.
When sizing water meters, the design engineer should be aware that, per City
Code, water and wastewater Impact Fees are based on water meter size, with the
following exceptions:
A. For multifamily developments of 8 or more units, Impact Fees are based on bedroom
count.
B. For fire -rated master meters, Impact Fees are based on the equivalent meter size
the City would require for domestic demands (except for multifamily developments of
8 or more units, in which case Impact Fees are based on bedroom counts).
Refer to Table 3.6.1-4, "Land Use and Service Unit/SFE Equivalencies." Impact Fees
are based on Single Family Equivalents (SFE's). For example, Impact Fees for a 1-1/2"
meter would be twice those for a 1" meter.
19
Section 3
Water and Wastewater Criteria Manual
TABLE 3.6.1-1
2012 International Plumbing Code - TABLE E201.1
MINIMUM SIZE OF WATER METERS, MAINS AND DISTRIBUTION PIPING
BASED ON WATER SUPPLY FIXTURE UNIT VALUES (w.s.f.u.)
Note a: Minimum size for building supply is 3/4 -inch pipe.
20
250
300
:0
100
150
200
1.5
1
0.5
0.5
6
T54
3.5
3
2.5
20
16.5
11
9
-,
7.8
6.5
27
21
13.5
10
8
7
32
32
30
24
20
17
70
61
45
34
27
22
80
75
54
40
31
25
87
87
84
73
64
56
151
151
117
92
79
69
151
151
128
99
83
72
87
87
87
87
87
87 £
275
275
258
223
196
174
365
365
318
266
229
201
533
533
533
495
448
409
Note a: Minimum size for building supply is 3/4 -inch pipe.
20
Section 3
Water and Wastewater Criteria Manual
TABLE 3.6.1-1 (continued)
AND DISTRIBUTION
SERVICE PIPE
PIPE (inches) (inches)
DEVELOPMENTMETER
MAXIMUM
40
60 80 100
150
200
250
300 400
500
Pressure Range 40 to 49 psi
3/4 1/2a
3
2.5 2 1.5
1.5
1
1
0.5 0.5
0.5
3/4 3/4
9.5
9.5 8.5 7
5.5
4.5
3.5
3 2.5
2
3/4 1
32
32 32 26
18
13.5
10.5
9 7.5
6
1 1
32
32 32 1 32
1 21
15
11.5
9.5 7.5
6.5
3/4 1-1/4
32
32 32 32
32
32
32
27 21
16.5
1
1-1/4
80
80
80
80
65
52
42
35
26
20
1-1/2
1-1/4
80
80
80
80
75
59
48
39
28
21
1
1-1/2
87
87
87
87
87
87
87
78
65
55
1-1/2
1-1/2
151
151
151
151
151
130
109
93
75
63
2
1-1/2
151
151
151
151
151
139
115
98
77
64
1
2
87
. ...... _
87
.....
87
87
87
87
87
87
87
87
1-1/2
2
275
275
275
275
275
275
264
238
198
169
2
2
365
365
365
365
365
349
304
270
220
185
2
2-1/2
533
533
533
533
533
533
533
528
456
403
Note a: Minimum size for building supply is 3/4 -inch pipe.,
21
Section 3
Water and Wastewater Criteria Manual
TABLE 3.6.1-1 (continued)
AND
SERVICE
PIPE (inches)
Pressure Range
DISTRIBUTION
PIPE
(inches)
40
MAXIMUM
60 80
DEVELOPMENTMETER
100 150 200
250 300
400
50J
50 to 60 psi
3/4
1/2a
3
3 2.5
2 1.5 1
1 1
0.5
0.5
3/4
3/4
9.5
9.5 9.5
8.5 6.5 5
4.5 4
3
2.5
3/4
1
32
32 32
32 25 18.5
14.5 12
9.5
8
1
1
32
32
32
32
30
22
16.5
13
10
8
3/4
1-1/4
32
32
32
32
32
32
32
32
29
24
1
1-1/4
80
80
80
80
80
68
57
48
3528
1-1/2
1-1/4
80
80
80
80
80
75
63
53
39
29
1
1-1/2
87
87
87
87
87
87
87
87
82
70
1-1/2
1-1/2
151
151
151
151
151
151
139
120
94
79
2
1-1/2
151
151
151
151
151
151
146
126
97
61
1
2
87
87
87
87
87
87
1 87
87
87
87
1-1/2
2
275
275
275
275
275
275
275
275
247
213
2
2
365
365
365
365
365
365
365
329
272
232
2
2-1/2
533
533
533
533
533
533
533533
533
486
Note a: Minimum size for building supply is 3/4 -inch pipe.
22
Section 3
Water and Wastewater Criteria Manual
TABLE 3.6.1-1 (continued)
•
DEVELOPMENTMAXIMUM
40
60
80
100 150
200
250
300
400
500
3
3
3
2.5 2
1.5
1
1
0.5
9.5
9.5
9.5
9.5 7.5
E.5
5
4.5
3.5
3
32
32
32
32 32
24
19.5
15.5
11.5
9.5
32
--T21
32
32 32
28
28
17
12
9.5
32
32
32
32 32
32
32
32
32
30
80
80
80
80 80
80
69
60
46
36
80
80
80
80 80
80
76
65
50
38
87
87
87
1 87 87
87
87
87
87
84
151
151
151
151 151
151
151
144
114
94
151
151
151
151 151
151
151
151
118
97
87
87
87
87 87
87
._ ........................
87
_.... .....
87
87
�..m................
87
..
.........
275
275
.......
275
275 275
275
275
275
275
252
365
368
368
368 368
368
368
368
318
273
533
533
533
533 533
533
533
533
533
533
Note a: Minimum size for building supply is 3/4 -inch pipe.
23
TABLE 3.6.1-2
2012 International Residential Code
Section 3
Water and Wastewater Criteria Manual
P2903.6 Determining Water -Supply Fixture Units
Supply loads in the building water -distribution system shall be determined by total load on the pipe being sized, in
terms of water -supply fixture units (w.s.f.u.), as shown in Table P2903.6, and gallon per minute (gpm) flow rates [see
Table P2903.6(1)]. For fixtures not listed, choose a w.s.f.u. value of a fixture with similar flow characteristics.
TABLE P2903.6
WATER -SUPPLY FIXTURE -UNIT VALUES FOR VARIOUS PLUMBING FIXTURES AND FIXTURE GROUPS
For SI: 1 gallon per minute = 3.785 Um.
a. The fixture unit value 2.5 assumes a flow demand of 2.5 gpm, such as for an individual lawn
sprinkler device. If a hose bibb/sill cock will be required to furnish a greater flow, the equivalent
fixture -unit value may be obtained from this table or Table P2903.6(1).
24
WATER -SUPPLY FIXTURE -UNIT VALUE
TYPE OF FIXTURES OR GROUP OF FIXTURES
(w.s.f.u.)
Hot Cold Combined
. .......
Bathtub (with/without overhead shower head)
.. ....... _. ....... .....
1.0 1.0 1.4
Clothes washer
1.0
1.0
1.4
Dishwasher
1.4
--
1.4
Full -bath group with bathtub (with/without shower head) or
1.5
2.7
3.6
shower stall
Half -bath group (water closet and lavatory)
0.5
2.5
2.6
Hose bibb (sillcock)a
2.5
2.5
Kitchen group (dishwasher and sink with/without garbage
1.9
1.0
2.5
grinder)
Kitchen sink
1.0
1.0
1.4
Laundry group (clothes washer standpipe and laundry tub)
1.8
1.8
2.5
Laundry tub
1.0
1.0
1.4
Lavatory
0.5
0.5
0.7
Shower stall
1.0
1.0
1.4
Water closet (tank type)
-
2.2
2.2
For SI: 1 gallon per minute = 3.785 Um.
a. The fixture unit value 2.5 assumes a flow demand of 2.5 gpm, such as for an individual lawn
sprinkler device. If a hose bibb/sill cock will be required to furnish a greater flow, the equivalent
fixture -unit value may be obtained from this table or Table P2903.6(1).
24
Section 3
Water and Wastewater Criteria Manual
Table 3.6.1-3
Table 3.6.1-4
Source: City of Denton Approved Meter Manufacturer's Specifications
NOTE: The total service units for multi -family apartment projects with eight or more units shall be determined
by multiplying the total number of bedrooms in the multi -family apartment project by 0.26 Single Family
Equivalents SFEs .
25
LAND USE
EXHIBIT F
AND SERVICE UNIT/SFE EQUIVALENCIES
WATER
AND WASTEWATER FACILITIES
From Section 26-218 of City of Denton Code of Ordinances
Meter ti^
Meter Size
Typical• Use
Singlew
Residential - Single Family
(Building less than 1,300 sq. ft./
Positive Displacement
5/8" X 3/4"
lot size less than 6,,000 sq. ft.)0.5
Positive Displacement
5/8" X 3/4"
Residential - Single Family1.0
Positive Displacement
3/4" X 3/4"
,Residential / Commercial
1.5
Positive Displacement
1'"
Residential / Commercial
2.5
Positive Displacement
1-1/2"
Commercial
5.0
Positive Displacement
2"
Commercial
8.0
3"
Metron
Spectrum
Single Jet
175
ndustrial
17.5
Compound
3°°
�—=ndustrial
22.5
3" or 4"
Metron
Spectrum
Sin le Jet
9
50OD
Commercial / Industrial ..
35.0�
Compound
1 4"
Commercial / Industrial
50.0
Source: City of Denton Approved Meter Manufacturer's Specifications
NOTE: The total service units for multi -family apartment projects with eight or more units shall be determined
by multiplying the total number of bedrooms in the multi -family apartment project by 0.26 Single Family
Equivalents SFEs .
25
Section 3
Water and Wastewater Criteria Manual
3.6.2 Location
Water meters and meter cans and vaults shall be placed within a City Right -of -Way,
Public Utility Easement or Public Water Easement. Placement shall also satisfy the
following requirements:
A. Located as close as possible to the public water main.
B. Easily accessible to City of Denton employees.
C. Located in an unpaved area that does not conflict with vehicular or pedestrian traffic.
3.6.3 Furnishing and Installing
All meters 2" and smaller shall be furnished and installed by City Water Utilities for fees
per current Fee Schedule. All meter assemblies 3" and larger and their associated
vaults shall be furnished and installed by Contractor at their expense and inspected by
Public Works Inspection or City water Utilities.
3.6.4 Details
Details of the meter can assemblies for meter sizes 2" and smaller are shown in
Drawings W501 A, W501 B, W501 C, and W502 on Sheet 2 of the City Standard Details.
Details of the meter vault assemblies for meter sizes 3" and larger are shown in
Drawings W100, W101, W102, and W103 on Sheet 1 of the City Standard Details.
3.7 Water Main Horizontal and Vertical Alignment
The following guidelines should be followed by the design engineer in placement of
water lines:
A. In existing streets, water lines shall be placed in the pavement 2 feet inside of the
curb and gutter line intersection. For new residential development, water lines shall
be placed on the north and east sides of the streets, where possible, 2 feet inside of
the curb and gutter line intersection. See Drawing U101 on Sheet 7 of the City
Standard Details. For commercial and industrial development, water mains shall be
placed outside of pavement areas.
B. All water lines shall be laid as straight as possible. Avoid excessive number of high
points and low points between cross street connections, as they trap air pockets.
See Section 3.15.2 for placement of air release valves.
C. Minimum radius of curve and maximum deflection angle of pipe joints will be
restricted to 80% of manufacturer's recommendation, after which the use of
horizontal or vertical bends will be required.
D. Vertical bends shall be no greater than 45 degrees.
E. Except for pipe crossings, no other utility shall be installed over, under or within 5 ft.
horizontally of a water line.
26
Section 3
Water and Wastewater Criteria Manual
F. Provide at least 2 feet of vertical separation between a water line and any utility or
stormdrain crossing it.
3.8 Highway Crossings
The design engineer shall, prior to the design of any highway crossing, contact the
appropriate regulatory agency and determine if there are any special requirements. In
the event City of Denton Design Criteria are more stringent that those of any applicable
agency, the City's standards shall apply.
3.8.1 State Highway Alignment Criteria
Refer to Section 4.12.1.
3.9 Railroad Crossings
The design engineer shall, prior to the design of any railroad crossing, contact the
appropriate railroad company and regulatory agency and determine if there are any
special requirements. In the event City of Denton Design Criteria are more stringent than
those of the Railroad Company or regulatory agency, the City's standards shall apply.
See Section 6.4.A for processing of railroad permits.
3.10 Creek Crossings
Where water mains are laid under any flowing stream or semi-permanent body of water,
such as a marsh or pond, the water main shall be installed in a separate watertight
encasement pipe, with valves on each side of the crossing to allow the isolation and
testing of that portion of the water main to determine if there are any leaks and to
facilitate future repairs.
A primary consideration in the design of creek crossings is the prevention of soil erosion
in the areas of trench backfill. The design engineer shall determine the need and limits
of any special embedment and determine and specify the limits for specialized backfills.
3.11 Tunneling, Boring and Jacking
Tunneling, boring, and jacking are methods used for water line placement under
restrictive conditions when open -cut construction is not allowed. Only straight pipe
alignments for both horizontal and vertical alignment are allowed.
Design engineers should consider the location, size and depth of boring and receiving
pits when choosing the beginning and ending stations for boring. A typical bore pit is
over 20 ft. in length to accommodate one joint of pipe. Width of the bore pit can vary
depending on the depth and size of pipe, with the narrowest width being approximately 5
ft. The preferred location for the bore pit is the lower elevation end of the bore; allowing
any groundwater and/or boring slurry to drain from the tunnel into the bore pit. The
water can then be removed by pumping.
27
Section 3
Water and Wastewater Criteria Manual
The steel casing pipe inside diameter shall be large enough to accommodate a carrier
pipe of at least two (2) to three (3) standard sizes above the pipe being installed. The
casing pipe wall thickness design shall be based on the requirements of the agency
whose facility is being crossed, with the following minimum criteria:
Table 3.11-1
Casing Pipe Diameter casing Pipe wall
Thickness (min.)`
IIIIIIIIIIIIIIIIIIC�I�O��'li�ll II IIIIIIIIIIIIIIIIIIIIIIIIIIIIK
Carrier pipes may be PVC with external harness restrained joints (requires larger casing
than for pipe alone) or ductile iron with restrained joints. All carrier pipes shall be
installed in accordance with the pipe manufacturer's recommendations, properly
restrained and supported with approved spacers and casing end seals. Use of Fast Grip
Gaskets is not allowed for pipe joint restraint. Pipe joint restraint shall be achieved using
approved pipe manufacturer restrained joint systems or approved external harnesses.
3.12 Elevated Crossing.
Two acceptable methods of elevated crossings for consideration by the design engineer
are 1) hanging the water main on a roadway bridge or 2) designing a specific utility
bridge for the support of the water main crossing. The following basic criteria must be
addressed by the design engineer for all elevated crossings:
A. Provisions for thrust restraints at the points of transition from a buried conduit to an
elevated conduit and for all elevated changes of alignments and fittings.
B. Increased loading effects on the bridge created by a full main and its supports.
C. Access to main for maintenance purposes.
D. Coatings or methods of corrosion control for elevated pipe sections and pipe
supports.
E. PVC pipe is not to be used for any exposed sections of elevated crossing, due to
deterioration caused by the ultraviolet rays present in direct sunlight.
F. Evaluate and address the freeze potential of small diameter or low flow mains.
G. Each joint of pipe is to have two support straps, to ensure positive restraint in all
directions. Spacing of pipe supports is to be in accordance with the length of pipe
joints specified; one of the supports should be placed near the bell end of the pipe.
H. Air relief provisions are required where high points are created in the main. See
Section 3.15.2.
28
Section 3
Water and Wastewater Criteria Manual
I. A minimum of one expansion joint fitting is recommended for a water main crossing
on a roadway bridge. Expansion joint locations should coincide with the expansion
joints of the road way bridge.
J. Valves should be placed on each side of the crossing to facilitate pressure testing of
the crossing and future repairs.
3.12.1 Specific Utility Bridge
In addition to the guidelines for all elevated crossings, the following criteria must be
addressed for the designs of specific utility bridges for elevated crossings:
A. Height required for specific crossing types (Example: 2 ft. above 100 year flood
elevation for creeks).
B. Required length of spans and spacing of bridge piers to clear desired physical
crossing.
C. Soil conditions affecting design of the piers.
D. Lateral loadings created by winds or flowing water.
E. Potential hazards of facility to the general public, both pedestrian and vehicular.
3.13 Existing Water Main Replacement
To replace an existing main, the new main should be designed parallel to and two (2) to
three (3) ft. away from the main being replaced and at least five (5) ft. away from existing
curbing to avoid damaging the curbing during installation of the proposed main, where
appropriate and feasible. The design engineer shall perform field investigations to
determine pavement condition over the existing main. The pavement may have been
patched due to breaks in the existing main over the years. Based on field investigations,
the design engineer shall include additional quantities for pavement replacement, if
necessary.
3.14 Methods of Connection
3.14.1 Pressure Zones
The City of Denton's Water Distribution System is divided into several water pressure
zones to ensure even water pressure gradients. Prior to the design of connection points
between a proposed main and any existing main, the design engineer shall investigate
and determine if the proposed water main crosses the boundary between different
pressure zones. Even though physical connections of water pipes exist between
pressure zones, they are designed with valves which are closed at the boundary points
so that each pressure zone is isolated. Proposed mains that approach pressure zone
boundaries should be designed to loop within their designated pressure zones and with
no or minimum lengths of dead-end mains. Connections between pressure zones may
require pressure reducing valve stations. The design engineer can determine the
pressure zone boundaries by consulting the record drawing water maps which show the
designated closed valves between pressure zones and by contacting the Capital
Projects Engineering Division. See Figure 3.14.1-1 for a Pressure Zone Map.
29
Section 3
Water and Wastewater Criteria Manual
30
Section 3
Water and Wastewater Criteria Manual
3.14.2 Tapping Sleeve and Valve
Tapping sleeves with tapping valves should be used whenever possible for connections
to existing mains in order to avoid interruption of water services. See Figure 3.1 in
Drawing PIAZ13 on Sheet 2 of the City Standard Details.
A. Size on size taps are allowed up to 12."
(Example: 12" X 12")
B. Taps on 16" and larger pipes must be at least one standard pipe size smaller than
the pipe being tapped. See Figure 3.2 in Drawing PIAZ13 on Sheet 2 of the City
Standard Details.
(Example: 16" X 12", 16" X 8" and 16" X 6" taps are allowed).
3.14.3 Type "D" Connection
When two mains 12" and larger 'are designed such that they cross each other, they
should be connected by means of a Type "D" connection, instead of the installation of a
cross. See Figure 3.3 in Drawing PIAZ13 on Sheet 2 of the City Standard Details.
3.14.4 Cut -In Connection
On occasions when connecting to an existing main, it may be desirable to have an
additional valve on the existing main. In this situation, the design engineer should
consider using a cut -in connection with a tee and valve being cut into the existing main.
See Figure 3.4 in Drawing PIAZ14 on Sheet 2 of the City Standard Details.
3.14.5 Main Extensions
It is recommended and good practice, though not required, that a new, valve be installed
at the point of connection for water main extensions. This will facilitate the testing and
chlorination of the new main prior to its placement into service. See Figure 3.5 in
Drawing PIAZ14 on Sheet 2 of the City Standard Details.
3.15 Valves
3.15.1 Isolation Valves
3.15.1.1 Location
Isolation valves shall be provided to allow for the proper operation and maintenance of
the water distribution system, and ensure water quality can be maintained to each
individual water customer connected to the system.
The location of valves needs to properly address the ability of the Water Utilities
Department to remove a water line from service to perform necessary repairs, while
minimizing the interruption of service to the least number of customers and to fire
protection. Isolation of any given section of water line should generally be able to be
accomplished by closure of the least number of valves, as would generally be expected
under good engineering design practices and utility engineering standards. The Water
Utilities Department reserves the right to require changes to proposed designs to satisfy
these objectives.
The design engineer shall place valves on proposed water mains so they may be easily
located in the future by operations and maintenance crews.
31
Section 3
Water and Wastewater Criteria Manual
The following guidelines should be used by the design engineer in placement of isolation
valves on proposed water mains:
A. Valves are to be located at street intersections at the projection of property lines,
except when the main connection is by the tapping sleeve and valve method. This
specific type of construction requires the placement of the valve at the point of
connection. See Figure 3.6 in Drawing PIAZ15 on Sheet 2 of the City Standard
Details.
B. Valves for line sizes 12" in diameter or less should not be spaced any farther apart
than 1,000 feet. For city blocks that are longer than 1,000 feet between street
intersections, placement of a valve will be required between street intersections.
C. Valves should be generally located so that no more than four (4) valves are required
to isolate a section of main. See Figure 3.7 in Drawing PIAZ15 on Sheet 2 of the
City Standard Details. For mains larger than 12" in diameter, valve spacing and
placement shall be subject to alternate criteria approved by the Director of Water
Utilities.
D. All fire hydrant leads are to be designed with a valve that is positively anchored to the
main line.
3.15.1.2 Specifications
Refer to Table 3.15.1.2-1.
32
Table 3.15.1.2-1
Isolation
Valve Requirements
Size
4 in. -12 in..
16 in. - 20 in.
24 in.
30 in.
36 in. or larger
Gate Valve (AWWA
Gate Valve
Gate Valve
Gate Valve
Gate Valve
C515 resilient -seat) or
Type
(AWWA C509
(AWWA C515
(AWWA C515
(AWWA C515
butterfly, to be
resilient -seat)
resilient -seat)
resilient -seat)
resilient seat)
determined by City on a
case-by-case basis
�.
Vertical or .................-
..�.�....................
horizontal; to be
Vertical or horizontal; to
Orientation
Vertical
Vertical
Vertical
determined by City
be determined by City on
on a case-by-case
a case-by-case basis
basis
_....�..�.
Gear
. ..�m.,,. .......,
Operator
No
No
Yes
Yes
Yes
Required
Vault
No
No
Yes
Yes
Yes
Requ..i.red..............
Bypass
No
No
No
Yes
Yes
Re uired
32
Section 3
and Wastewater Criteria Manual
3.15.1.3 Details
Refer to Drawings W104, W105, W1 06A, W1066, and W601 on Sheets 1 and 2 of the
City Standard Details.
3.15.2 Air Release Valves and Air / Vacuum -Air Release Valves
For 12" mains, City may require air release valves at local high points to facilitate
automatic release of accumulated air.
For 16" and larger mains, City requires air / vacuum air release valves at local high
points to facilitate automatic release of accumulated air and to facilitate automatic
prevention of vacuum conditions within the line. See Drawings W801 and W802 on
Sheet 3 of the City Standard Details.
3.16 Dead-end Mains
Dead-end main situations should be avoided whenever possible. These situations
create a stagnant water condition that can cause taste and odor problems as well as low
chlorine residuals. These mains create maintenance problems, because they must be
routinely flushed. In addition, dead end mains result in a waste of water resources due
to required flushing to ensure water quality.
In lieu of dead-end mains, the design should loop, within a Home Owners Association
(HOA) pedestrian easement or common area (with adequate assurance of access and
fencing prohibited), or a dedicated public utility easement (with adequate assurance of
access and fencing prohibited) to another nearby water main using the same size pipe
as an alternate size, on a case-by-case basis. The "loop main" shall be constructed with
pipe of at least one standard pressure class higher than normally required, e.g., Class
200 in lieu of Class 150.
If a dead-end main situation is unavoidable, it should be designed so that it may be
periodically flushed of stagnant water by locating a fire hydrant near the main's end.
It is recommended that a dead-end main should have no more than one blow -off fire
hydrant connected to it. If the length of the dead-end main is such that a fire hydrant is
required along it, then the design engineer should consider if any additional fire hydrants
need to be placed on the cross feed mains. See Figure 3.8 in Drawing PIA Z16 on
Sheet 2 of the City Standard Details.
3.17 Fire Hydrant Locations and Coverage
The design engineer should locate fire hydrants as close as possible to street
intersections, but outside of the curb radius. This positioning of fire hydrants provides
coverage along several streets. When spacing requirements necessitate the installation
of fire hydrants between street intersections, they should be placed at the projection of
lot lines between property owners. For main replacement projects in established
neighborhoods, fire hydrants should be designed as close as possible to the old fire
hydrant location, provided coverage is adequate. Neighborhood residents are familiar
with the fire hydrant being at that location and normally expect a replacement fire
33
Section 3
Water and Wastewater Criteria Manual
hydrant to be placed at the same location. Fire hydrants are not to be installed closer
than nine (9) feet to any wastewater main or any wastewater appurtenance.
As a general guideline, fire hydrants shall be placed at a maximum of 600 feet apart in
residential areas and a maximum of 300 feet apart in commercial (including apartments)
and industrial areas.
3.18 Requirements for Abandoning Water Mains
The design engineer should note the limits and appropriate conditions for the
abandoning of existing water mains which are to be replaced by the construction of any
proposed water mains.
The design engineer should also make allowances in the design to provide for the
existing and proposed mains to be in service simultaneously until all customer services
are transferred from the old main to the new main with minimum interruption of service.
If the construction of a proposed main necessitates the abandoning of the existing main
prior to the new main's placement into service, then provisions for a temporary water
main with services must be addressed by the design.
The City may require special abandonment actions including, but not limited to, filling the
abandoned water main with grout, removal and proper disposal of all above ground
appurtenances, and removal and proper disposal of the abandoned pipe.
3.18.1 Replacement Mains
On mains being abandoned, the design engineer should note and locate points of cut
and plug as close as possible to the main that remains in service. (See Figure 3.9 in
Drawing PIAZ16 on Sheet 2 of the City Standard Details).
3.18.2 Extension Mains
If a design requires an existing main to be cut by a connection with a proposed main,
then no cut and plug is to be specified. (See Figure 3.10 in Drawing PIAZ16 on Sheet 2
of the City Standard Details).
3.18.3 Fire Hydrants
Fire hydrants, located on mains being abandoned, shall be removed and delivered to the
City of Denton Water Utilities Department.
3.18.4 Valves
Sixteen (16) in. and larger valves located on mains being abandoned shall be removed
and delivered to the City of Denton Water Utilities Department.
NOTE: Water Drawings have been removed from this update, because they are contained in
the City Standard Details. This Manual now references the applicable Standard Detail Sheets
for those Drawings.
34
Section 4
Water and Wastewater Criteria Manual
Section 4 — Wastewater Design Guidelines
4.1 General
It is the responsibility of the design engineer to ensure the final design of a sewer main is
in conformance with the following:
A. Texas Administrative Code (TAC) Title 30, Part 1, Texas Commission on
Environmental Quality (TCEQ) — Rules, Ch. 217,"L7esi n Criteria for Dorne tic
Wastewater S st ms"
B. Denton Development Code (DDC)
C. This Manual and the City's Standard Detail Drawings
D. North Central Texas Council of Governments (NCTCOG) Standard Specifications for
Public Works Construction ("COG Specs."), as amended by the City of Denton
E. City of Denton Wastewater Master Plan
4.2 Estimated Wastewater Flows
A. For sewers in new developments, sewer lines and lift stations shall be designed for
the estimated future population to be served, plus adequate allowance for
institutional and commercial flows. Figure: 30 TAC §211.32(a)(3) Table B.1. -
Design Organic Loadings and Flows for a New Wastewater Treatment Facility (see
excerpted information in Table 4.2-1) shall be used as a guide to generate
wastewater flows. However, minimum flow capacity for sizing of sewers for peak
flow condition shall not be less than the results of the following calculations:
1. Delineate the proposed development that will drain into the sewer main and lift
station. Add drainage areas from up -stream sub -basins.
2. To calculate sewer flows, use the following design parameters:
a. Use 4 houses per acre for off-site area and add the number of proposed lots
for the development to establish total number of lots.
b. Use 3.2 capita per lot.
c. Use average daily flow of 100 gal/capita/day.
d. Apply a 4.0 multiplier to the average daily flow to determine the peak flow.
For replacement of existing sewers and construction of parallel sewers for additional
capacity, wastewater flow data will be provided by the City from data generated by City
sewer shed computer models.
35
Section 4
Water and Wastewater Criteria Manual
TABLE 4.2-1
Excerpti-
Facility
%ew riastewater
(reproducedTreatment
.
e-
Table B-1)
Daily Wastewater
7Flow
Source
Remarks
Gal. Per Person)*
Municpa
Residential
75-1 00
Subdivision
Residential
75-100
Trailer Park
2'/ Persons
50-60
(Transient)per
Trailer
Mobile Home Park
3 Persons per Trailer
50-75
Cafeteria & Showers
20
School
Cafeteria/ No Showers
15
Overnight User
30
Recreational Parks
Dav User
5
Office Building or
designed for the
20
Factory
largest shift
Hotel/Motel
Per Bed
50-75
Restaurant
Per Meal
7-10
Restaurant with bar
Per Meal
9-12
orcoc..a.ilaunme
............_�_�__
......
�......Hospital............
Per Bed
�._..�.......200
Nursing Home
Per Bed
75-100
Alternative
Collection Systems
Per Capita
75
, septic tanks
* City of Denton requires usage of the highest number of the
TECQ ranges.
4.3 Separation Distances between Wastewater Collection System Pipes and
Manholes and Public Water Supply Pipes (excerpted from TCEQ Rules -
30 TAC §217.53.d and amended for City of Denton Standards)
NOTE: The City of Denton does not allow the use of cast iron for water or
wastewater piping.
A. Wastewater collection system pipes must be installed in trenches separate from
water supply pipe trenches.
B. Wherever possible, a wastewater collection system pipe must be located below a
water supply pipe. If a collection system pipe cannot be located below a water supply
pipe, the design engineer must justify in the engineering report why it is not possible
to locate the collection system pipe below the public water supply pipe.
C. Wherever possible, wastewater collection system pipes and manholes must be
located at least nine (9) feet from all water supply pipes. If a collection system pipe or
manhole cannot be located at least nine (9) feet away from a water supply pipe, the
36
Section 4
Water and Wastewater Criteria Manual
design engineer must justify in the engineering report why it is not possible to provide
at least nine (9) feet of separation. Table 4.3-1 (Table C.1. in Figure: 30 TAC
§217.53(d)(3)) provides a reference to paragraphs in this subsection that apply if a
collection system pipe or manhole cannot be located at least nine (9) feet away from
a water supply pipe.
D. If a wastewater collection system pipe is located above a water supply pipe and runs
parallel to the water supply pipe, each portion of the collection system pipe within
nine (9) feet of the water supply pipe must be encased. The casing pipe must be
steel casing pipe, with minimum wall thickness as shown in Section 3.11, that:
1. Encases the entire length of wastewater collection system pipe that is within nine
(9) feet of the water supply pipe;
2. Is sealed at both ends with cement grout or a manufactured seal;
3. Is at least two nominal sizes larger than the wastewater collection pipe; and
4. Is supported by spacers between the collection system pipe and the encasing
pipe at a maximum of five-foot intervals.
E. If a wastewater collection system pipe crosses above a water supply pipe, each
portion of the collection system pipe within nine (9) feet of the water supply pipe must
either be encased in a steel casing pipe according to subparagraph E.1 of this
paragraph, or must be constructed using at least 150 psi pressure class pipe
according to subparagraph E.2 of this paragraph.
A casing pipe for a wastewater collection system pipe that crosses above a water
supply pipe must be constructed of steel pipe, with minimum wall thickness as
shown in section 3.11, that:
(a) Is sealed at both ends with cement grout or a manufactured seal;
(b) Is at least two nominal sizes larger than the wastewater collection pipe;
(c) Is supported by spacers between the collection system pipe and the encasing
pipe at a maximum of five-foot intervals; and
A wastewater collection system pipe that crosses above a water supply pipe
must be constructed of at least 150 psi pressure class, corrosion -resistant, non -
brittle pipe and must use manufacturer -approved adapters. Gasketed joints,
compression joints, and other non -bonded joints must be designed to seal at
atmospheric pressure.
F. If a wastewater collection system pipe is located below a water supply pipe and runs
parallel to the water supply pipe, each portion of the collection system pipe within
nine (9) feet of the water supply pipe must either be constructed using at least 150
psi pressure class pipe according to subparagraph F.1 of this paragraph, or must be
encased in a steel casing pipe, with minimum wall thickness as shown in section
3.11, according to subparagraph F.2 of this paragraph.
37
Section 4
Water and Wastewater Criteria Manual
A wastewater collection system pipe that runs parallel to and below a water
supply pipe must be constructed of at least 150 psi pressure class, corrosion -
resistant, non -brittle pipe that:
(a) Is located at least two (2) vertical feet below the water supply pipe;
(b) Is located at least four (4) horizontal feet away from the water supply pipe;
and
(c) Includes joints that are designed to seal at atmospheric pressure.
2. A casing pipe for a wastewater collection system pipe that runs parallel to and
below a water supply pipe must be constructed of steel pipe, with minimum wall
thickness as shown in section 3.11, that:
(a) Is sealed at both ends with cement grout or a manufactured seal;
(b) Is at least two nominal sizes larger than the wastewater collection pipe; and
(c) Is supported by spacers between the collection system pipe and the encasing
pipe at a maximum of five-foot intervals.
G. If a wastewater collection system pipe crosses below a water supply pipe, each
portion of the collection system pipe within nine (9) feet of the water supply pipe must
either be constructed using at least 150 psi pressure class pipe according to
subparagraph G.1 of this paragraph, or must be encased in cement -stabilized sand
according to subparagraph G.2 of this paragraph, or must be encased in a steel
casing pipe according to subparagraph G.3 of this paragraph.
A wastewater collection system pipe that crosses below a water supply pipe and
is constructed of at least 150 psi pressure class, corrosion -resistant, non -brittle
pipe must:
(a) Have at least six (6) inches of separation between the outsides of the pipes;
(b) Be centered on the crossing;
(c) Be at least 18 feet long; and
(d) Terminate at joints that are designed to seal at atmospheric pressure.
2. A wastewater collection system pipe that crosses below a water supply pipe and is
constructed of any material other than at least 150 psi pressure class, corrosion -
resistant, non -brittle pipe must:
(a) Have at least two feet of separation between the outsides of the pipes; and
(b) Be encased in cement -stabilized sand backfill that meets the requirements of
subparagraph GA of this paragraph.
3. A casing pipe for a wastewater collection system pipe that crosses below a water
supply pipe must be constructed of steel pipe, with minimum wall thickness as
shown in section 3.11, that is:
(a) Sealed at both ends with cement grout or a manufactured seal;
(b) At least two nominal sizes larger than the wastewater collection pipe; and
(c) Supported by spacers between the collection system pipe and the encasing
pipe at a maximum of five-foot intervals.
4. Cement -stabilized sand for encasing wastewater collection system pipes must:
(a) Include at least 160 pounds of cement for every cubic yard of sand;
(b) Be installed beginning one-quarter pipe diameter below the centerline of the
collection system pipe; and
38
Section 4
Water and Wastewater Criteria Manual
(c) Be installed ending one full pipe diameter above the top of the collection
system pipe, or 12 inches above the top of the collection system pipe,
whichever is greater.
H. If a nine -foot separation distance between a manhole and a water supply pipe cannot
be achieved, the manhole must either:
1. Have no measurable leakage during a leakage test conducted according to the
requirements in 30 TAC §217.58 of the TECQ Rules (relating to Testing
Requirements for Manholes); or
2. Have all portions of the manhole within nine (9) feet of a water supply pipe
encased in at least one foot of cement stabilized sand that meets the
requirements of paragraph GA(a) and (b) of this subsection.
Table 4.3
Separation Distance between Wastewater Pipes
and Water Supply Pipes
Fi ure. 30 TAC §217,53(d)(3) Table C.1.
Case
Protection Requirement
Parallel pipes within nine feet, where the collection
Encased in a casing pipe according to Section 4.3.D
system pipe is above the water supply pipe
Encased in a casing pipe according to Section
Crossing pipes within nine feet, where the collection
4.3.E.1
system pipe is above the water supply pipe
-or-
Constructed using 150 per square inch (psi)
pressure class pipe according to Section 4.3.E.2
Constructed using 150 psi pressure class pipe
according to Section 4.3.F.1
Parallel pipes within nine feet, where the collection
-or-
system pipe is below the water supply pipe
Encased in a casing pipe according to Section
4.3.F.2
Constructed using 150 psi pressure class pipe
according to Section 4.3.G.1
-or-
Crossing pipes within nine feet, where the collection
Encased in cement -stabilized sand according to
system pipe is below the water supply pipe
Section 4.3.G.2
-or-
Encased in a casing pipe according to Section 4.3.G.3
No measurable leakage according to Section 4.3.H.1
Manhole within nine feet of a water supply pipe
'or -
Encased in cement -stabilized sand according to
Section 4.3.1-1.2
39
Section 4
Water and Wastewater Criteria Manual
4.4 Size and Slope of Sewers
After the design engineer has determined the wastewater flows per Section 4.2, the
sewer size can be determined using the following criteria. However, no sewer, other than
service laterals and force mains, shall be less than 8 inches in diameter.
The size and grade of the proposed sewer shall be evaluated by Manning's Equation.
V= 1.49 (R) 0.67 (S) 0.50
n
Where:
V = velocity (feet per second)
n = Manning's coefficient of roughness;
minimum 0.013
R = hydraulic radius (feet)
S = slope of energy grade line (feet per
foot)
Proposed sewers shall be designed with slopes sufficient to provide a minimum velocity
of 2.0 feet per second (fps). It is desirable to design for 3.0 fps velocity in the sewer.
The minimum acceptable Manning's "n" factor for design shall be 0.013. This "n" value
takes into consideration the slime, grit and grease layers that will affect hydraulics or
hinder flow as the pipe matures. The sewer pipe grades shown in Table 4.4-1 are based
on an "n" value of 0.013 and are the minimum acceptable slope for sewer lines.
Table 4.4-1
Minimum and Maximum Pipe Slopes
Section 4
Water and Wastewater Criteria Manual
The capacity of the sewer pipe flowing full shall be computed by the following equation:
C=0.299(D)2.67(S)0.50
n
Where C = capacity (million gallons per day)
n = Manning's coefficient of roughness; minimum 0.013
D = inside diameter (feet)
S = slope of the energy grade line (feet per foot)
4.4.1 High Velocity Protection
Where velocities greater than 10 fps will occur when a pipe flows full, based on
Manning's Equation and an "n" value of 0.013, special provisions must be made to
protect the pipe against pipe and bedding displacement.
4.5 Sewer Main Depth
Minimum depth for the design of sewer mains shall be determined by providing a two
percent grade for the lateral from the center of the house or building to the center of the
proposed main and including an additional two foot drop. Therefore, for a house 100
feet from the proposed sewer main, the designed depth of the main shall be at least 4.0
feet below the finished floor elevation of the house since:
2 feet + (2% of 100 feet) = 4.0 feet
The lateral also must have at least two (2) feet of cover at its shallowest point. The
design engineer is responsible for ensuring sufficient depth and grade is maintained to
serve all building sites in the sewer shed.
4.6 Recommended Cover
Recommended cover for all sewer mains is four (4) feet to six (6) feet. Minimum cover
shall be 3.5 feet. Any main with less than minimum cover shall be encased in Class "G"
embedment. See Drawing U204 on Sheet 7 of the City Standard Details.
When establishing depth for proposed wastewater mains, design engineers should be
aware of proposed street grades in unimproved areas. This information can be obtained
from the Capital Projects Engineering Division. Design engineers should also anticipate
the size of proposed storm sewers that will be installed in unimproved streets. To do
this, calculate the cross-sectional area of both drainage ditches and convert that area
into a circular area of equivalent storm sewer pipe, thus determining the anticipated size
of the future storm sewer. Future storm sewers should be at least 2.5 feet below the top
of the curb. The top of the proposed sewer main should be at least two (2) feet below
the bottom of the future storm sewer.
4.7 SewerAlignment
Design engineers should be guided by the following in the alignment of wastewater lines:
A. For new construction in areas not served, sewer mains shall be laid straight between
manholes at the center of the pavement. No horizontal or vertical bends are allowed
between manholes.
41
Section 4
Water and Wastewater Criteria Manual
B. Avoid shifting mains from one side of the ROW to the other side of the ROW
between street intersections.
C. When existing flow permits, it is recommended that 8 in. and 10 in. replacement
mains be constructed horizontally in the same trench.
4.8 Sewer Laterals
Minimum lateral sizes from the sewer main to the public cleanout are;
A. 4" minimum for single family
B. 4" minimum for residential duplex and triplex
C. 6" minimum for local retail, light commercial, apartment, manufacturing and industrial
Clean -outs shall be provided on laterals at the public easement or Right -of -Way line.
See Drawings S403 and S404 of Sheet 5 of the City Standard Details.
Manholes shall be provided for lateral connections when the lateral pipe diameter is
equal to the main sewer pipe diameter or the lateral is 8 -inch diameter or larger.
Laterals shall be constructed to the property line and shall be located at a point five (5)
feet downstream from the center of the lot on unimproved property. For improved
property, design engineers should use technical judgement in lateral placement.
Preferred grade for lateral construction is 2%. It is recommended that laterals not be
designed with less than 1 % grade.
4.9 Gravity and Force Main Sewer Fire Material
Gravity sewer pipe shall meet the following criteria, unless special circumstances require
an alternative and the alternative is approved by the Director of Wastewater Utilities.
Table 4.9-1
For gravity sewer pipe sizes over 24" in diameter, design calculations and pipe selection
shall be submitted by the development design engineer to Engineering Development
Review for review; approvals will be provided on a project specific basis.
Force main sewer pipe shall be designed to meet the working and surge pressure
requirements of the particular application. Design calculations and pipe selection shall
be submitted by the development design engineer to Engineering Development Review.
42
Section 4
Wafer" and Wastewater Criteria Manual
Different pipe materials shall not be mixed between manholes. If it is anticipated that a
mixing of materials will occur, the design engineer shall design a manhole at the point of
transition of pipe materials. For previously placed stub -out of a material other than PVC
pipe, design engineer shall add a note to the plans calling for removal of the stub out or
change the material of the proposed pipe for that section of pipe between manholes.
4.10 Sewer Pipe Embedment
The types of embedment and backfill for sewer mains are shown in Drawings U201,
U202, U203A and U203C of Sheet 7 of the City Standard Details. Embedment
requirements shall be based on sewer mains under proposed pavement, unpaved areas
and existing pavement.
Embedment and backfill up to six (6) in. above the top of the pipe will be based on
materials as specified by North Central Texas Council of Governments (NCTCOG)
Standard 504.2.2.1(a). Crushed stone embedment — Aggregate Grade 4.
Table 4.10-1
Stanclarcl Crushed ekocK
Retained on 1 -'/ inch sieve 0%
Retained on 1 inch sieve 0-5%
Retained on '/2 inch sieve 40-75%
Retained on No. 4 sieve 90-100%
Retained on No. 8 sieve 95-100%
4.11 Manholes
Manholes constructed on existing or proposed sewer lines shall be sized as follows:.
Table 4.11-1
Special manholes shall be designed
for mains larger than 36" diameter pipe.
43
Section 4
Water and Wastewater Criteria Manual
The types of manholes allowed by the City are shown in Drawings S101, S102, S103
and S107B of Sheet 4 of the City Standard Details and are listed below:
A. Cast -in-place
B. Pre -cast with pre -cast base with lining as noted in Drawing S101 on Sheet 4 of the
City Wastewater Standard Details
C. Fiberglass
D. Drop connection
Generally, manholes shall be stationed on the main run, and where known, the stations
of the side mains should also be indicated. When connecting a proposed main to an
existing main at a manhole, the preferred connection should have the top inside
elevation of the outfall main level with the top inside elevation of the proposed main.
4.11.1 Manhole Locations
Manholes shall be provided at the following locations to facilitate maintenance, cleaning,
and inspection:
A. At the location of lateral connections that are 8" in diameter or larger.
B. At 500 feet intervals on sewer mains 15" diameter or smaller; at 800 feet internals on
mains 18" diameter through 30" diameter; at 1,000 feet intervals on mains 36"
diameter through 48" diameter; and at 2,000 feet for 54" diameter and larger.
C. At all locations where pipe diameter or pipe material changes.
D. At all locations where the horizontal or vertical alignment of the sewer main changes.
E. At the ends of all mains. If the main line is less than 150 ft. long, then a Sanitary
Sewer Mainline Cleanout may be used. See Drawing S402 on Sheet 5 of the City
Standard Details.
F. At the end of a sewer line planned for extension in the near future, where a manhole
and stub -out shall be provided.
4.12 Highway Crossings
The design engineer shall, prior to the design of any highway crossing, contact the
appropriate regulatory agency and determine if there are any special requirements.
4.12.1 State Highway Alignment Criteria
Some of the design parameters that affect water and sewer line construction and that
have been established by TxDOT are listed below. Design engineers are directed to
TxDOT's "Use of Right of Way by Others Manual" for additional information and
references
( litto://onlinemant,jals.txdot.gov/txdotmanuaIS/Llse/use.pdt ).
A. Utility Accommodation Zone
On most state highways the Utility Accommodation Zone is within 10 feet of the
ROW line, with the outside 3 feet being reserved for overhead utilities. TxDOT does
not permit its pavement to be cut. The City of Denton requires that all of its water
and sewer lines be constructed in an easement outside of the TxDOT ROW, unless
specifically approved by the Director of Water or Director of Wastewater Utilities (as
applicable), there is adequate space within the TxDOT highway utility
Section 4
Water and Wastewater Criteria Manual
accommodation zone, and authorization is provided by TxDOT to accommodate the
water or sewer line within its accommodation zone.
B. Accommodation of Utilities on Controlled Access Highways
On all interstate highways there are control of access lines along the outer ROW
limits. Accommodation of utility facilities longitudinally inside control of access lines
is normally not permitted. Variances to this prohibition can sometimes be granted.
However, a variance usually entails approval from the TxDOT Dallas District office,
the TxDOT State Office, and FHWA. A variance would require the four tests below
be met.
1. The accommodation will not adversely affect the safety, design, construction,
operation, maintenance or stability of the freeway
2. The accommodation will not be constructed and/or serviced by direct access
from through traffic roadways or connecting ramps
3. The accommodation will not interfere with or impair the present use or future
expansion of the freeway
4. Any alternative location would be contrary to the public interest. This
determination would include an evaluation of direct and indirect environmental
and economic effects that would result from the disapproval of the use of such
right-of-way for the accommodation of such utility.
4.13 Railroad Crossings
The design engineer shall, prior to the design of any railroad crossing, contact the
appropriate railroad company and regulatory agency and determine if there are any
special requirements. In the event City of Denton Design Criteria are more stringent than
those of the Railroad Company or regulatory agency, the City's standards shall apply.
See Section 6.4.A for processing of railroad permits.
4.14 Tunneling, Boring, and Jacking
Tunneling, boring, and jacking are methods used for sewer line placement under
restrictive conditions when open cut construction is not allowed. Only straight pipe
alignments for both horizontal and vertical alignments are allowed.
Design engineers should consider the location, size and depth of boring and receiving
pits when choosing the beginning and ending stations for boring. A typical bore pit is
over 20 ft. in length to accommodate one joint of pipe. Width of the bore pit can vary
depending on the depth and size of pipe, with the narrowest width being approximately 5
ft. The preferred location for the bore pit is the lower elevation end of the bore; allowing
any groundwater and/or boring slurry to drain from the tunnel into the bore pit. The
water can then be removed by pumping.
The steel casing pipe inside diameter shall be large enough to accommodate a carrier
pipe of at least two (2) to three (3) standard sizes above the pipe being installed. The
45
Section 4
Water and Wastewater Criteria Manual
casing pipe wall thickness design shall be based on the requirements of the agency
whose facility is being crossed, with the following minimum criteria:
Table 4.14-1
CarrierCasing Pipe WalllIPipe Diameter Thickness (mN in.
All encased carrier pipe shall be PVC
or HDPE fusion bonded. Minimum depth
of bore shall be 42".
MHE=-
When
r .
When a sewer main crosses beneath a 24 in. or larger diameter storm drain, the sewer
main shall be encased within a 10 ft. long casing centered on the centerline of the storm
drain, to allow future removal and replacement of the sewer main without removal or
shoring of the storm drain.
4.16 Creek Crossings
When a sewer main crosses a creek or channel, the design engineer must evaluate the
condition of the creek bed and ensure erosion control is provided. Backfill material and
minimum construction criteria are shown in Low Water Channel Crossing Drawings
S701 and S702 on Sheet 6 of the City Standard Details. These criteria include creek
bed soil and condition, as well as presence of exposed rock.
4.17 Siphons
For creek or channel crossings and under special design conditions, design of inverted
siphons should be undertaken only as a last resort, when all other alternatives have
been evaluated and rejected. Inverted siphons shall not have less than two (2) barrels,
with a minimum pipe size of eight (8) in., and shall be provided with necessary
appurtenances for convenient flushing and maintenance. Manholes are required at each
end of the siphon with adequate clearance for rodding.
4.18 Abandonment of Sewer Mains
When an existing sewer line is replaced with a new sewer line, often it is necessary to
abandon the old line, especially if the replacement is not in the same ditch. The design
engineer shall ensure the laterals tying into the existing sewer line are transferred to the
new main, so that a live sewer main is not abandoned. If a manhole on the sewer main
being abandoned is to remain in service because other sewer mains are entering this
manhole, the sewer main to be abandoned shall be plugged inside the manhole. A note
is required on the plans, showing which sewer main is to be plugged inside the manhole.
"Cut and plug" method resulting in excavation outside the manhole and a cut in the main
with attendant excessive costs shall be avoided.
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Water and Wastewater Criteria Manual
4.19 Abandonment of Manholes
If a manhole as well as the sewer main is to be abandoned, the method described is
Section 4.18 above, along with the minimum guidelines shown in Drawing S105 on
Sheet 4 of the City Standard Details, shall be used.
4.20 Lift Stations
The need to construct a lift station should be determined only after a thorough analysis
of the physical and economic factors involved. A Preliminary Engineering Report is
required, which lists all factors and adheres to current state regulations. The City
reserves the right to review each proposal and determine whether there is enough merit
to justify a lift station.
4.20.1 Preliminary Design Submittal
A preliminary design submittal will be required for each lift station proposed. The
submittal shall include a written report and a map prepared by a Professional Engineer
licensed by the State of Texas.
A. The plans submitted shall contain the following information, as a minimum:
1. Be to scale, with the scale indicated.
2. A north arrow.
3. A location map.
4. Delineation of the boundary of the proposed development.
5. Delineation of the boundary of the sewer shed in which the development lies.
6. The area in acres of the development.
7. The area in acres of the sewer shed contributing to the Lift Station.
8. The proposed land use or uses for the development.
9. The proposed land use or uses for the sewer basin.
10. The proposed lift station site.
11. The proposed force main routing and size.
12. Delineation of the one hundred year flood plain and Environmentally Sensitive
Areas (ESAs).
13. Location and size of the existing collection system at the tie-in point.
14. Contour lines (2 -foot intervals).
15. Property lines.
B. The written report shall 'include the following information:
1. The general narrative about the proposed development and the circumstances
that warrant a lift station.
2. Influent hydraulic calculations showing:
a. Area in acres of the sewer basin and the development.
b. The area of each proposed land use for the development and for the
projected land use(s) for the basin.
c. The design flow for the basin and the development.
d. The maximum flow for the basin and the development.
e. Elevation of the proposed lift station site.
f. The elevation of the proposed discharge point of the force main.
3. Preliminary wet well volume calculations.
4. Preliminary force main size.
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5. Cost estimates for proposed lift station(s) and force main(s), and cost estimates
for a gravity line in lieu of the lift station if possible.
6. Ground water levels in proposed site areas.
4.20.2 Site Layout
A. Station Siting. The following are the minimum criteria for station sites.
1. The station shall be protected from the 100 -year flood and shall be accessible
during a 25 -year flood.
2. The station should be located as remotely as possible from populated areas.
The station shall be a minimum of 200 ft. from a residential or commercial
building. If the lift station is placed closer than 200 ft., the entire station site shall
be completely enclosed with an eight (8) ft. high, opaque concrete or masonry
wall, and opaque gate, of an architectural style and colors blending with the
development architecture, and an approved odor control system provided.
3. The station site and its access shall be dedicated to the City.
4. The station site shall be located so it may serve as much of the entire sewer
basin as possible. This may require the station to be located off-site of the
development. When it is required the station serve a larger area than the
proposed development, the developer may enter into a pro -rata contract with the
City to be reimbursed the cost of excess capacity as other developments tie to
the system.
B. Wet Well/Dry Well Arrangement
1. Orientation shall consider the routing of incoming sewers and force main.
2. Orientation shall allow a two -ton vehicle to directly access the wet well or the dry
well, forwards and backwards.
3. Wet wells and dry wells shall be separated by at least a water and gas tight wall
with separate entrances.
4. Wet wells shall have sloped bottoms to avoid excess sludge deposits.
5. The wet well shall have a lockable aluminum door with an aluminum frame. The
minimum opening size shall be 4' x 6' with two doors large enough to
adequately maintain the wet well. Door and frame shall be Bilco Type K, KD or
an approved equal.
6. The dry well or valve vault shall have a lockable aluminum door with an
aluminum frame. The minimum opening size shall be 2'x 3' or large enough to
adequately maintain the dry well or meter vault. Door and frame shall be Bilco
Type K, KD or an approved equal.
7. The wet well, dry well, valve vault and meter vault shall be cast in place
concrete or pre -cast with watertight joint meeting ASTMC478-90. Steel,
fiberglass, HDPE and RCP are not acceptable materials. The tops may be pre -
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Waler and Wastewater Criteria Manual
cast with the doors built-in. The coating for the wet well exterior and interior
walls shall be as specified in 4.20.2.0 and D below, respectively.
8. The wet well shall be hydrostatically tested to the top of the wet well for 48 -
hours prior to placing the lift station into service. Only losses due to evaporation
will be acceptable.
9. Provisions shall be made to remove water from the dry well, valve vault or meter
vault without allowing gas or water from the wet well into these structures.
C. Exterior Walls (below grade, to be backfilled)
Table 4.20-1
Tnemec Series 46H-413
Polyamide Epoxy - Coal
Tar
Clean and Dry
8- 10 mils in two coats
for a total of 16.0 to 20.0
dry mils
D. Interior Walls (Thick Film System)
Table 4.20-2
In addition to this coating system, the lining products listed in
Drawing S101 of the City Wastewater Standard Details are acceptable.
E. Site Access
1. Access will be provided by an all-weather surface of flex -base or better from a
public street to the station site.
2. Access shall be functional during a 25 -year flood. The road surface shall be
above the water level caused by a 25 -year return period storm.
3. If the station is greater than 100 feet from a public street, a hammerhead type
turn -around to accommodate a Single Unit (SU) type vehicle shall be provided
on the station site.
Section 4
Water and Wastemiter CrilarkManual
F. Fencing
Fence shall be seven (7) feet above grade, using six (6) feet high chain link fabric
surmounted by three strands of barbed wire.
G. Electrical and Instrumentation Panels
Panels shall generally be located where they do not obstruct vehicle access to the
wet well or the dry well. The panels shall be place at an elevation to be easily
accessible.
H. Site inside the fence shall be an all-weather surface, such as 3/ in. crushed rock or
flex -base.
Passive ventilation shall be screened to prevent insect access to the wet well.
Minimum air vent shall be 4 -inch diameter. Vent outlet shall be at least 1 foot above
the 100 -year flood elevation.
4.20.3 Hydraulic Design
A. Influent Flow
The preliminary design report shall include the design flow and the maximum flow for
the development and the sewer basin. The design flow shall be calculated in
accordance with TCEQ rules. Refer to Section 4.2 Estimated Wastewater Flows
herein for maximum low calculations.
B. Pump Capacity
Definition
Firm pumping capacity is the pumping capacity of the station with the largest
pump out of service.
2. The firm pumping capacity shall be greater than the maximum flow for the entire
sewer basin. If the sewer basin is significantly larger than the proposed
development and it is not feasible to design for this flow, the firm pumping
capacity may be designed to handle a portion of the basin with approval from the
Director of Wastewater Utilities.
3. The pump curves shall be selected so the pumps will run near the best efficiency
point during normal operating conditions. The selected curves shall also be such
that the pumps do not approach shut-off head when they are running
simultaneously.
System head curves, pump curves and head calculations shall be submitted.
Calculations and pump curves at both minimum (all pumps off) and maximum
(last normal operating pump on) static heads, for a C value of both 100 and 140,
must be provided for each pump and for the combination of pumps with modified
pump curves.
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C. Wet Well Volume
1. Wet well volume for a submersible pump station is the volume contained above
the top of the motor, or as specified by the pump manufacturer.
2. Wet well volume for all other non -submersible pump stations is the volume
contained in an area from a minimum of two (2) feet above or distance at which
vortexing does not occur above the top of the intake of the pump.
3. High level alarm elevation shall be a minimum of 48 inches below the top of the
wet well or 48 inches below the flow line elevation of the lowest influent pipe,
whichever elevation is lower. Wet well volume shall be calculated by the
following method:
T= V + V
D -Q Q
Where:
T = Total time between successive pump
starts in minutes (operating cycle)
D = Rated pump capacity in GPM
V = Storage volume between lead pump on
and pump off elevations in gallons
Q = Inflow to wet well in GPM
The operation cycle 'T' shall not be less
than 10 minutes for Average Flow and not
more than 60 minutes for Minimum Flow
conditions.
4. Per TCEQ Rules, 30 TAC § 217.63:
(g) Systems for preventing the discharge of wastewater must operate for a
duration at least equal to the longest power outage on record for the past 60
months, or at least 20 minutes, whichever is longer. The design must be based
on peak flows, inflow, and infiltration. If the longest power outage on record for
the past 60 consecutive months is greater than 48 hours and generators will be
used to provide backup power, then the owner must have a contract in place that
guarantees fuel supply during an emergency. The owner must also have
sufficient storage capacity at the wastewater treatment facility for the fuel for the
duration of the emergency.
(h) For calculation purposes, the owner must assume that the lift station wet well
is full to the pump activation level when the power outage period begins.
D. Force Main Capacity
Force main capacity shall be sized to meet the capacity of the entire sewer basin.
The force main may be designed to handle a portion of the basin with approval from
the Director of Wastewater Utilities. The minimum force main size shall be four (4)
inches in diameter, except for Grinder Pump lift stations. The minimum
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Water and Wastewater Criteria Manual
recommended velocity is 3 feet per second (3 fps), and the velocity shall not be less
than 2 feet per second (2 fps) when only the smallest pump is in operation.
4.20.4 Pumps
Acceptable pumps are listed in the City of Denton Approved Products and Materials List.
4.20.5 Mechanical
A. Force Main
Force mains 6 -inches through 12 -inches shall be polyvinyl chloride (PVC)
meeting AWWA C-900 with a minimum working pressure of 150 psi and a
minimum thickness of DR 18. Pipe larger than 12 -inch diameter shall meet
AWWA C-905 and minimum thickness of DR 18, 235 psi pressure class.
Force mains smaller than 6 -inches may be approved with proper design
justification, by the Director of Wastewater Utilities.
2. All fittings shall be ductile iron meeting AWWA C-110 or C-153. Interior of the
pipe and fittings shall be lined with American Polybond Plus, which consists of a
primer layer of 5 mils thick fusion bonded epoxy and 55 mils thick of modified
DuPont Fusabond Polyethylene, or approved equal.
3. Force mains shall be laid to Denton Standard Construction Specifications for
potable waterline.
4. Plans shall include plan and profile for the force main..
5. All force main contractors shall furnish and install non-metallic pipe detection
tape. The pipe tape shall be green, 6 -inch wide, 4 mils thick with 1 -inch black
continuous lettering "Caution Sewer Line Buried Below." The pipe tape shall be
terra tape, extra stretch, or approved equal, and shall be installed on top of the
sewer pipe embedment along the centerline of the pipe line.
B. Lift Station Interior Piping
1. Piping inside the lift station shall be ductile iron meeting AWWA C-150 and C-
151. All fittings shall be ductile iron meeting AWWA C-110 or C-150. Interior of
the pipe and fittings shall be lined with American Polybond Plus, which consists
of a primer layer of 5 mils thick fusion bonded epoxy and 55 mils thick of
modified DuPont Fusabond Polyethylene, or approved equal.
2. All nut and bolt assemblies inside the wet well shall be ASTM 316 stainless
steel, unless otherwise allowed.
C. Isolation Valves
1. Each pump shall have one isolation valve downstream of the pump.
2. Isolation valves shall be resilient seat gate valves or plug valves meeting the
City of Denton Standard Construction Specification.
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3. Isolation valves shall not be located inside the wet well. They shall be located in
the building for self -priming stations and in a separate vault for submersible
stations.
D. Check Valves
1. Check valves shall be controlled closing swing check valves with a lever arm or
a ball check. There must be at least 15 feet of vertical head downstream in order
to use a ball check valve.
2. A check valve shall be located upstream of the isolation valve.
3. If the station is submersible, then a check valve shall be located with the
isolation valve in a separate vault. For self -priming stations, a check valve shall
be located in the building. Under no circumstance shall the check valve be
allowed in the wet well.
4. All external nuts and bolts shall be stainless steel.
E. Air Release/Vacuum Valves
Air release valves of a type suitable for wastewater service shall be installed
along the force main where the force main would be prone to trapped air.
2. The type of valve shall be air release or a combination of air release and
vacuum breaker (see Drawing S803 on Sheet 6 of the City Standard Details).
The design engineer shall determine the type and location, subject to approval
of the Director of Wastewater Utilities.
3. Calculations for valve type and valve sizing shall be provided to the City.
4. Locations of the air release/vacuum valves shall be shown on the plan and
profile sheets for the force main.
5. Isolation valves for 3 inches and smaller air release valves shall be all bronze or
brass. Isolation valves 4 inches and larger shall meet City of Denton Standard
Construction Specification for resilient seat gate valve.
6. Air release valves shall be fitted with blow off valves, quick disconnect coupling
and hose to permit back flushing after installation without dismantling the valve.
7. Air release valves must be located in a vault as shown in Standard Details.
4.20.6 Electrical, Instrumentation and Supervisory Control and Data Acquisition
(SCADA) Requirements
Due to rapid advances in technology and equipment in this area, contact the Director of
Wastewater Utilities for the latest requirements.
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4.21 Low Pressure Collection Systems
Low pressure collection systems may be allowed with specific approval by the Director
of Wastewater Utilities.
4.22 On -Site Sewage Facilities
4.22.1 General
Planning, design and operation of on-site sewage facilities within the City of Denton
must comply with the current Texas Administrative Code (TAC) Title 30, Part 1 TCEQ Rules,
Ch. 285 for On -Site Sewage Facilities, as amended by the City of Denton. The property owner
proposing to use an on-site sewage facility shall comply with the criteria listed in this Section,
and Sections 35.11 and 35.12 of the City of Denton Development Code.
4.22.2 Permits Required
Any owner of a residential, commercial or institutional building who utilizes an on-site
sewage facility is required to secure a permit from the City of Denton to construct, alter, repair or
extend an on-site sewage facility regardless of the size of the lot or tract of land. Contact the
Environmental Services Division at the Pecan Creek Water Reclamation Plant for details on
permit fees and maintenance requirements.
4.22.3 Site Evaluations
A professional engineer or a professional sanitarian, licensed by the State of Texas,
must perform site evaluations.
4.22.4 Planning Requirements
A professional engineer or a professional sanitarian, licensed by the State of Texas, must
prepare on-site sewage facility plans.
4.22.5 On -Site Sewage Facility Land Use Requirements
Lots or tracts of land where an on-site sewage facility is proposed must have the
following minimum area size.
• A minimum of 1 acre when a public water system serves the tract or lot.
• A minimum of 2 acres when a private water well is located on the tract or lot.
NOTE: Wastewater Drawings have been removed from this update, because they are
contained in the City Standard Details. This Manual now references the applicable Standard
Detail Sheet for those Drawings.
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Section 5
Water and Wastewater Criteria Manual
Section 5 — Construction Plans
5.1 General
Before any public works construction relative to a development may begin, City staff will
verify the construction plans have been approved. Construction may not begin until the
construction plans have been approved, all fees (including review and inspection fees)
have been paid, all necessary agreements and bonds have been provided, and a Pre -
Construction Conference has been held by the City.
5.2 Responsibility
The project engineer is responsible for the accuracy, completeness, and conformance of
the submitted plans to City standards. The purpose of the City review is to ensure
conformance to City policies and standards. The City review is limited to facts as
presented on the plans submitted. The City has no project engineering design or design
review responsibility. The engineer certifying the plans is responsible for the accuracy
and completeness of the plan documents. The City reserves the right to require plan
corrections to fit actual field conditions, which are found to be contrary to or omitted from
the plans.
5.3 Format
Construction plans shall be digitally drawn on 24 in. by 36 in. size sheets; with borders of
22 in. x 34 in. so half-size reproduced plans will be to half -scale fitting 11 in. x 17 in.
sheets. Each sheet shall be legible when reduced to half-size.
5.4 Plan Requirements
Construction Plans must contain, as a minimum, information listed in the following
sections before they can be approved:
5.4.1 General
North arrow, scale, date and mean sea level elevations of all improvements, based on
North America Vertical Datum 1988 (NAVD 88). Only NAVD 88 shall be used for plan
elevations; no assumed or NGVD 29 elevations. Plans shall be drawn with a horizontal
scale of one (1) inch equals forty (40) feet as a minimum, and appropriate corresponding
vertical scale. The plans shall provide a reference to the elevation benchmark or
monument used in the development of the plans. Show all crossings of existing and
proposed underground utilities. The construction plans shall be signed and sealed by a
professional engineer, licensed by the State of Texas, prior to bidding the project for
construction.
5.4.2 Water Systems
Horizontal alignment of the proposed water system within street rights-of-way and
easements, with horizontal control points for location of the rights-of-way and easements
and for location of the water system within the rights-of-way and easements. Plan and
profile for water mains 12 inches in diameter or larger, showing pipe sizes, material
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Section 5
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and slopes and the location and stationing of valves, fire hydrants, fittings and other
appurtenances, with a section showing pipe embedment or a note specifying the
appropriate City Standard Detail. Show all service lines up to and including the meter
can/vault. Adequate detail of other planned and existing improvements shall be shown to
indicate planned crossings of utilities, stormdrains, and stormwater facilities and
potential conflict points.
5.4.3 Sanitary Sewer Systems
Horizontal alignment of the proposed sanitary sewer system within street rights-of-way
and easements, with horizontal control points for location of the rights-of-way and
easements and for location of the sanitary sewer system within the rights-of-way and
easements. Plan and profile for each sanitary sewer line showing existing and proposed
ground level elevation at center line of pipe, pipe size, pipe slope, pipe material,
manhole size, manhole rim elevation, flow line elevation and size for each "in" and "out'
manhole pipe, and station numbers at 50 ft. intervals, with a section showing pipe
embedment or a note specifying the appropriate City Standard Detail. The plan view
shall include arrows indicating direction of flow in pipe. Show all service lines to and
including the public cleanout. Adequate detail of other planned and existing
improvements shall be shown to indicate planned crossings of utilities, stormdrains, and
stormwater facilities and potential conflict points.
5.4.4 Grading
For situations involving proposed grading over existing water or sanitary sewer systems,
provide a grading plan and profile showing the existing and proposed topography
in two -foot contours. The grading plan shall consist of contours and spot elevations with
water directional arrows to define the flow patterns.
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Section 6
Water and Wastewater Criteria Manual
Section 6 — Rights-of—Way and Easements
6.1 Right -of -Way Requests and approvals ,prior to Contract/Work Order
Prior to release of any project for construction contract or work order, right-of-way
(ROW) must be cleared. This means all highway, railroad, Park Department approvals,
easements, releases, agreements, covenants, etc. required for the project must be
properly executed. Documents used must be City "approved as to form" documents. All
executed documents are to be provided to the appropriate City Office and recorded with
the County Clerk's office (if applicable).
6.2 Within Existing City ROW and Easements
When planning to utilize an easement for utility extensions, the design engineer should
review the rights provided by that easement to ensure the easement can be used for the
planned utility, e.g., some easements may grant permission for an underground water
line, but not include permission for placement of wastewater lines.
If the project falls entirely within an existing City ROW or water, wastewater or utility
easement, the design engineer must request and obtain approval of a Permit to
Construct within City ROW from the Public Works Inspection Division. This request
must be made on the permit application form available from Public Works Inspection.
If the easement is a Denton Municipal Electric (DME) easement, and the design
engineer wishes to cross a section of that easement, a letter or permission from DME
will be required in addition to an easement from the property owner.
6.3 City Easement and ROW Acquisition
For a City project, the design engineer is to involve the Real Estate Division in the
project from the planning stage to assist in selecting routings which will alleviate ROW
costs to the lowest practical level. Real Estate will perform all ROW acquisition duties
required by the project plans and delivery schedule, under the direction of the Project
Manager.
If easements, rights-of-way or railroad approvals must be acquired for a development
project, the development design engineer must submit a request to the Real Estate
Division, using the appropriate forms available from Real Estate. Acquisitions can be
time consuming; often requiring 6 - 12 months. In the case of an application for a private
development, the development design engineer should plan for this activity and duration
and submit the appropriate forms and permit applications Real Estate as early as
possible.
For development projects, the document preparation and acquisition procedures for
easements or street rights-of-way are outlined in the following paragraphs:
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A. The design engineer shall provide the Real Estate Division the following documents,
so the proper land rights conveyance instruments can be prepared by Real Estate
staff, under the direction of the City Attorney:
1. A copy of the current affected landowner's deed.
2. A written metes and bounds description of the limits of the easement required
by the approved design plans, labeled with a conspicuous header titled
"EXHIBIT A", and successive page numbering such as "Page 1 of 3, Page 2
of 3,...," prepared, signed and sealed by a licensed land surveyor.
3. A survey plat drawing depicting the limits of the easement required by the
design plans, labeled with a conspicuous header titled "EXHIBIT B", and
successive sheet numbering such as "Sheet 1 of 3, Sheet 2 of 3, ...,"
prepared, signed and sealed by a licensed land surveyor.
B. Upon receipt of the documents cited in Paragraph A above, Real Estate will:
1. Perform a cursory review of the documents submitted and coordinate with the
appropriate Engineering Development Review Committee engineer(s) to
ensure the survey documents submitted conform and match the easement
requirements of the approved design plans.
2. Upon an endorsement by development review engineer(s), verify the current
landowner by research of public records and prepare the appropriate land
rights conveyance instrument(s), as approved to form by the City Attorney,
with the respective boundary survey document attachments provided by the
development design engineer.
3. Calculate the fee cost necessary to record the given land rights conveyance
instrument in the Real Property Records of Denton County, Texas and
provide that fee information to the applicant and/or design engineer, along
with the final form land rights conveyance instrument packet.
C. After receipt of the land rights conveyance instrument form(s) from Real Estate by
the developer or design engineer, it is the sole responsibility of the applicant or
design engineer to negotiate for and acquire the necessary land rights of the project
as evidenced by the notarized execution of the "approved to form" land rights
conveyance instrument(s) by the affected landowner. Any monetary consideration,
payments, special terms, conditions, inducements, promises and other
considerations shall be addressed by separate agreement(s) between the affected
landowner and developer; no duties or obligations shall be assigned to the City of
Denton, outside of the language provided in the "approved to form" land rights
conveyance instrument(s). Real Estate will only accept properly executed and
notarized "approved to form" documents.
D. After proper execution and notarization, the original executed land rights conveyance
instrument(s) shall be delivered to Real Estate for further processing and recordation
in the Real Property Records of Denton County, Texas. A check must also be
provided, payable to "Denton County Clerk", in the amount of the recordation fee
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amount previously identified by Real Estate for the document(s). NOTE: THE
CHECK FOR THE RECORDATION FEE MUST BE DRAWN ON A BUSINESS
ACCOUNT.
E. Upon receipt of the conveyance document(s) and recording fee check by Real
Estate, a cursory review will be performed and, if all is found to be correct, the
instrument will be executed for City acceptance by the Real Estate Manager. Real
Estate will then record the documents in the Real Property Records of Denton
County, Texas.
F. Upon receipt of the recorded land rights conveyance instrument from the Denton
County Clerk, Real Estate will provide the applicant or design engineer with a copy of
the recorded instrument and a copy of the recordation receipt.
A. Railroad Permits
Railroad permit approvals require considerable time. Therefore, the design engineer
should coordinate and submit railroad permit requests to the Real Estate Division as
early as possible. In some instances, it may be desirable to perform the railroad
crossing under a separate contract or work order. When making a request, the
request form shall be accompanied by four (4) sets of prints with the railroad
crossing highlighted. Real Estate will notify the design engineer when the railroad
permit approval has been received and provide a copy of the approved permit.
B. Texas Department of Transportation (TxDOT) Utility Permit Approvals
All water and wastewater utility work within TxDOT rights-of-way require TxDOT
Utility Permit approval. TxDOT's requirements and procedures for Utility Permits are
included in TxDOT's "Use of Right -of -Way by Others Manual," which can be found
online at:
http://onlinei-narlLjals.ixd t gvltx .ofrii nu I, iusgJu .Rdf .
Development design engineers should coordinate with and submit their TxDOT Utility
Permit applications through Engineering Development Review for any City utility
work associated with land development. TxDOT requires the utility owner to submit
the permit for any utilities within TxDOT ROW.
City design engineers will process TxDOT Utility Permits as part of their project work.
In addition to the proposed utility construction plans, a traffic control plan must be
submitted with the TxDOT Utility Permit application by the design engineer. The
traffic control plan must conform to the latest version of the "Texas Manual of
Uniform Traffic Control Devices."
C. Denton County Utility Permit Approvals
All water and wastewater utility work within Denton County rights-of-way require
Denton County Utility Permit approval. Denton County's requirements and
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Water and Wastewater Criteria Manual
procedures for Utility Permits are included in their "Utility Installation Requirements"
publication, which can be found online at:
littps://dentoncounty.c om/ /m is/Departments/Public-Works-
Etig,in erwn_q/F-piiMm i/Utility-IListgHation R rq rrgrr� n s df"�1 =erg
A "Utility Installation Permit Request' must be completed and submitted, which can
be found online at:
htt s://dentoncount .cora/-/media/De arty-rents/Public-Works-
En�wneerin /Forms/Utility-Installation-Permit-Re nest mfla =en.
Design engineers should submit their Denton County Utility Permit applications
directly to the Denton County Engineering Division for any City utility work. A copy of
the approved Denton County Utility Permit shall be provided to City Public Works
Inspection prior to commencing work on the project.
D. Private and Non -City Utility Easement Use Approval
When a proposed water or wastewater main crosses a non -City utility that has its
own easement, a letter of permission or encroachment agreement from the affected
utility is required in addition to an easement from the affected property owner.
An example of this would be a wastewater main crossing privately held oil or gas
pipeline in designated private easement. In those instances, a wastewater easement
should be obtained from the underlying property owner for the entire width of the
private easement, and a separate letter of permission or encroachment agreement
obtained from the non -City utility owner for the area of the wastewater main crossing
easement.
.e
Section 7
Water and Wastewater Criteria Manual
Section 7 — Addenda, Plan Revisions and Change Orders
7.1 General
This section provides direction to the design engineer to ensure plan modifications are
properly incorporated into the project. Occasionally, after the design engineer has
submitted and received approval of the final plans and specifications and bid advertising
has begun or a work order has been initiated, the design must be altered due to receipt
of additional information requiring a design modification. The importance of the time
factor for performing any required modification cannot be over -emphasized. The design
engineer must make the modifications quickly and coordinate those changes with the
appropriate parties (the approving and bidding authorities).
7.1.1 Development Projects
The development design engineer must submit any proposed design changes to
Engineering Development Review for review and approval as soon as practically
possible.
7.1.2 City Projects
The City's design engineer is not to attempt to contact contractors at any time
concerning addenda, plan revisions or change orders. All contact must be through
Capital Projects Engineering for issuance of addenda prior to bid opening or through
Public Works Inspection for plan revisions and change orders after bid award.
7.2 Addenda
An addendum is required when there is a change in plans or specifications during
advertisement, but prior to the receipt of bids. The change may be initiated by the
design engineer or by an external party.
7.2.1 Development Projects
After the development design engineer has received approval from Engineering
Development Review for a design change, the design engineer is responsible for
preparing and issuing the appropriate addendum to the affected parties.
7.2.2 City Projects
After the City's design engineer has identified the required design changes, he is
responsible for immediately notifying the City's Project Manager. After approval of the
design changes by the Project Manager and consultation with the Purchasing
Department to determine if the advertising schedule permits an addendum, the required
changes in plans and specifications and resulting addendum must be prepared quickly
by the design engineer. All revisions by addendum must be submitted by Capital
Projects -Engineering to Purchasing no later than 10 calendar days prior to the bid
opening date in order to allow Purchasing to adequately notify all plan holders of any
contract modifications prior to receipt of bids.
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7.3 Plan Revisions
A plan revision is a modification in design after award of the contract. A plan revision is
usually a minor change in alignment horizontally or vertically where little or no quantity
change or additional bid item is involved. This type of modification may also be initiated
by the design engineer or by an external party, during construction of the project. Timely
modifications and communications must also be made in this situation to ensure
construction is not delayed.
7.4 Change Orders
A change order is required when there is a modification in the plans or specifications that
involves a quantity change, an additional bid item not previously bid by the contractor, or
any other change which involves a change (increase or decrease) in the contract dollar
amount or time.
7.4.1 Development Projects
After approval of the design changes by Engineering Development Review, change
orders will be handled by the development design engineer, with appropriate notification
to Engineering Development Review and Public Works Inspection. Change orders
increasing the cost of public infrastructure items require an increase in the maintenance
bond and may require an increase in the performance and payment bonds. The increase
in costs will also require additional City inspection fees.
7.4.2 City Projects
All change order negotiations will be conducted by Capital Projects Engineering. Change
orders totaling $50,000.00 or less may be approved by "Administrative Action" and do
not require City Council approval. Change orders greater than $50,000 over the original
contract dollar amount require Public Utilities Board (PUB) approval recommendation (in
the case of utilities) and City Council approval. In all cases, a change order increase
cannot exceed 25% of the original contract award amount. Change order decreases
that exceed 25% of the original contract award amount must have the consent of the
contractor and require Administrative, or PUB and Council approval. Additionally, the
design engineer is responsible for providing written justification and notification to Capital
Projects Engineering on all ongoing change orders.
7.5 Method of Plan Modification
The design engineer is responsible for making all required modifications to the plans.
Several changes may be made under a single addendum, plan revision, or change
order. Regardless of which type of change is being implemented, each plan modification
made as a "group" under these processes is to be designated with a number within a
triangle, and this designation is to be placed by each note, or other item being changed.
Subsequent modifications to the design should be designated sequentially, e.g., 1, 2, 3,
etc. The original design is' not to be erased; it must be crossed out or otherwise
indicated as void.
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The design engineer is to furnish Public Works Inspection with at least six (6) sets of
prints of the modified plan sheets. More prints may be required if an addendum is being
processed. Public Works Inspection will determine the exact number of prints required of
the design engineer.
7.6 Distribution of Modified Plans or Specifications for City Projects
The Capital Projects Engineering Division is responsible for distributing the modified
plans or specifications to all affected parties and initiating City Council agenda items, if
required.
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Section 8
Water and Wastewater Criteria Manual
Section 8 — Submittals
8.1 General
If a specialized project requires unique construction methods or materials, control of the
quality of those methods or materials must be assured. A contractor has a multitude of
options that can be employed on any project and still fall within the guidelines outlined in
the specifications of that project, yet the end result may not be exactly what the design
engineer desired. Some control of the quality methods or materials can be obtained by
requiring the contractor to furnish submittals for approval by the design engineer prior to
construction.
8.2 Material and Shop Drawing Submittals
A material submittal is a proposal by a manufacturer through the contractor to the City of
Denton Public Works Inspection Division for an item or material or an approved equal to
the item or material that is acceptable to the City of Denton and that has been specified
by the design engineer. A shop drawing is a drawing, diagram, schedule or other data
specially prepared by the contractor or subcontractor, manufacturer, supplier or
distributor to illustrate some portion of the work. A shop drawing may be required of a
contractor when specific construction phases, methods or procedures require analysis to
determine their conformance to approved performance, quality or safety, e.g., Trench
Safety, a structural fabrication or assembly, or mechanical and electrical/electronic
assemblages.
Submittals on specific items usually consist of the manufacturer's technical
specifications which state materials, components, performance tests as noted by an
approved laboratory, dimensions, finishes, and limitations or operational ranges of items.
Submittals on specialized construction methods should state steps, procedures and
construction sequences that the contractor proposes to follow. These items can be
submitted as "catalog cut sheets", letters of certification by the manufacturer or notarized
letters by the contractor. These items can be submitted for review either as a package
or separately.
One (1) set of submittals (preferably in digital format) is required of the contractor. All
submittals are to be submitted to Public Works Inspection prior to review by the design
engineer for City construction contracts. For development contracts, the submittals are
to be provided to the development design engineer for review, who is to submit the
approved submittals to Public Works Inspection for review and final approval by the City.
Two submittals, accompanied by a City transmittal letter, are to be returned to the
contractor through Public Works Inspection.
8.3 Standards for Pipe
Pipe and related fittings should conform to or have a designation of certification by the
American Water Works Association (AWWA) or the American National Standards
Institute (ANSI). Other materials should conform to American Society for Testing and
Materials (ASTM).
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8.4 Submittal Review
The design engineer shall review the materials submittals, within 3 working days, for
conformance to the item specified, including kind, type, size, operational limits,
component materials, etc., and submit the approved materials listing to Public Works
Inspection, who will also review the materials submittals and carefully check for
conformance to the City of Denton Approved Materials Listing, City of Denton
Construction Standards, and the contract plans and specifications.
After review and approval, within 3 working days, by the development design engineer,
Engineering Development Review will review and approve shop drawings for
development projects. For City construction projects, the design engineer will review and
approve shop drawings, within 3 working days, and submit the approved drawings to the
appropriate Project Manager and Public Works Inspector.
8.5 Nonconformance of Submittal
After review, if the submittal does not conform, the appropriate reviewing authority will
stamp the submittal accordingly and return them to the design engineer and contractor,
with a letter stating which item(s) were not acceptable and why.
8.6 Submittal Acceptable with Minor Exceptions
If the submittal is acceptable with minor exceptions, the plans are to be stamped
accordingly and the minor exceptions noted in the submittal. A letter from the
appropriate reviewing party stating the minor exceptions will accompany the return of the
submittal to the contractor.
8.7 Acceptable Submittal
If the submittal is acceptable without exception, the plans are to be stamped accordingly,
and a letter by the appropriate reviewing authority stating the acceptance will be
returned to the contractor with the submittal.
8.8 Submittal Records
The design engineer and Public Works Inspector are to maintain a "Submittal Log" and
keep copies of all submittals whether approved or disapproved in the project file.