HomeMy WebLinkAboutResolution - 2011-R0248 - Adopt Public Works Enginnering Deisgn Standards And Specifications - 06_09_2011 (3)Resolution No. 2011—RO248
June 9, 2011
Item No. 5.10
RESOLUTION
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LUBBOCK:
THAT the City Council hereby adopts the Public Works Engineering Design
Standards and Specifications for the City of Lubbock as the general engineering standards
for design work on public infrastructure. Said standards and specifications are attached
hereto and incorporated in this resolution as if fully set forth herein and shall be included
in the minutes of the City Council.
Passed by the City Council on
June 9, 2011
TOM MARTIN, MAYOR
ATTEST:
Rebec a Garza, City Secretary
APPROVED AS
W000rankIV,, P.E.,
Marsha Reed, P.E., Chief Operations Officer
APPROVED AS TO FORM:
Chad Weaver, Assistant City Attorney
vw:ccdocs/RES.Adoption-Public Works Engineering Design
May 23, 2011
lubbock
LEY15
2olt- Rb�Ng
Date: May 23, 2011
Subject: Major Changes to the City of Lubbock Public Works Engineering Design
Standards and Specifications
I would like to present the new and improved City of Lubbock Public Works Engineering
Design Standards and Specifications manual. The Engineering Standards were updated to
assist contractors, developers, engineers and City forces in the design and construction of
public infrastructure in the City of Lubbock Below is a list of the major changes to
Engineering Standards from the previous versions:
Maior Revisions to the Water Distribution Standards:
1. The revised specifications include newly adopted design standards from the Texas
Commission on Environmental Quality (TCEQ) related to the design flow per diameter
of distribution pipe.
2. The revised specifications clarify the methods of water service and distribution
connections. Most notably that a tap of the same diameter as the pipe being tapped will
not be allowed.
3. The revised specifications adopt the most recent International Fire Code (IFC)
requirements for fire hydrant design and spacing. Also, give the Lubbock Fire Marshall's
Office the opportunity to comment on design of the fire hydrants for proposed
developments. A new requirement in these standards calls for the placement of a blue
reflective marker in the centerline of the street perpendicular from each fire hydrant to
allow for quick location from the fire department during an emergency.
4. The revised specifications will limit the bury depth of any water distribution pipe to 10
feet of cover over the pipe.
5. The revised specifications will require acceptance of the water distribution
infrastructure prior to the issuance of any building permit. This allows the City to be
compliant with the most recent IFC and state regulations.
Maior Revisions to the Sewer Collection Standards:
1. The revised specifications include newly adopted design standards from the Texas
Commission on Environmental Quality (TCEQ) related to the design capacity per
diameter of collection pipe.
2. The revised specifications require a protective coating to be included for manholes
greater than 16 feet in dept and/or manholes servicing sanitary sewer mains 15 inches or
greater. This will help extend the life of each manhole due to the highly corrosive
environment in the larger mains.
3. The revised specifications create limitations to the depth of a sanitary sewer main in
alley ways will be limited to 12 feet in depth. This will allow maintenance crews to safely
work between the properties in the alleys.
4. The revised specifications include specifications and design criteria for sanitary sewer
lift stations. Previously these were not included and the addition of these standards will
help with compliance and standardization of lift stations that will be owned and operated
by the City of Lubbock.
5. The revised specifications will require acceptance of the sanitary sewer collection
infrastructure prior to the issuance of any building permit. This allows the City to be
compliant with state regulations and protect the safety of the public.
6. The revised specifications provide product submittal procedures have been included in
both the water and sanitary sewer standards. This will allow for vendors with new
products to submit for approval. This will allow the City to evolve and keep up to date
with the latest products.
Maior Revisions to the Street and Storm Water Standards:
1. The revised specifications will provide for the Engineer to require a specific pavement
structure design based on anticipated heavy vehicles such as trucks and buses. Current
specifications do not provide consideration of types of vehicles expected for residential
type streets. The standard residential street design will not support more than occasional
heavy vehicle traffic.
2. Approximately half of the observed pavement failures occur in the second year after
construction. The revised specifications will change the warranty period from one year to
two years, and require the contractor to provide a two year maintenance bond as a
condition of City acceptance of paving improvements.
3. Fiber reinforcement does not provide any structural support in concrete slabs on grade.
Past experience indicates the need for structural reinforcement to bridge any irregularities
in the subgrade. The revised specifications will require appropriate steel reinforcement
0j,
of concrete for street and drainage related flat work, other than sidewalk and residential
driveways.
4. On several previous major thoroughfare projects the constructed surface was
excessively uneven. A ride specification has been added to give the City the option to
require a TxDOT surface test, and a standard for what is acceptable.
5. Compaction of subgrade and base is a significant factor in the strength of the
pavement structure. Standard Proctor compaction, as currently specified, is considered to
be the minimum acceptable for street construction. The revised specifications will
require Modified Proctor compaction providing a stronger compacted subgrade and base.
6. The current specification for residential streets requires the subgrade to be excavated
and recompacted to a six inch depth. Most subdivisions are constructed on what was
previously farm land cultivated greater than six inches deep. The revised specifications
will require twelve inches of subgrade preparation to ensure the subgrade is properly
compacted to a point below the disturbed soil.
7. The caliche base is revised to a TxDOT Grade 1 Type A material. The Grade 1
material specification requires a more complete distribution of rock and soil particles than
was previously specified. This should result in a stronger base.
8. The asphalt paving surface thickness will be increased to a minimum of two inches,
with no tolerance for less than two inches. The current requirement is one and one half
inches of asphalt surface, with a tolerance to one and one quarter inch. One and one half
inch asphalt surface considered to be marginally adequate. Given the quarter inch
tolerance contractors typically try to construct the surface to the minimum allowed.
9. A requirement is added for the developers to provide a specific structural pavement
design and construction where islands are planned in the streets within their subdivisions.
10. Traffic control is revised to require a contractor to provide a comprehensive access
management plan to be approved by the City Traffic Engineer, and keep at least one
driveway open to the project corridor for each affected property at all times during
construction.
11. Valley gutter width is revised from 5 feet to 10 feet. That will provide more concrete
surface to carry nuisance water, and minimize water flowing on the asphalt paving
adjacent to the valley gutters.
Thank you,
L. Wood Franklin, P.E.
City Engineer
City of Lubboc
PO Box 2000
Lubbock, Texas 79457
i_ These Standards and Specifications are general standards and specifications for design work on public
infrastructure. At all times these regulations are subject to the specific oversight and judgment of the City
Engineer who may make modifications in their implementation as may be necessary on a case -by -case
s basis to protect the best interest of the public.
No Text
Design Standards and Specifications
Table of Contents
SECTION 1
MINIMUM DESIGN STANDARDS FOR WATER DISTRIBUTION
1.1
General......................................................................................................................................1
1.2
Design Flow................................................................................................................................1
1.3
Design Pressure..........................................................................................................................2
1.4
Hydraulic Design.........................................................................................................................2
1.5
Typical Layout............................................................................................................................2
1.6
Relation to Sanitary Sewer Mains and Appurtenances....................................................................3
1.7
Pipe Size and Spacing.................................................................................................................6
1.8
Pipe Materials.............................................................................................................................6
1.9
Methods of Connection................................................................................................................6
1.10
Flanged Outlets..........................................................................................................................6
1.11
Valve Spacing.............................................................................................................................6
1.12
Fire Protection Requirements.......................................................................................................7
1.13
Easements..................................................................................................................................8
1.14
Soil Analysis................................................................................................................................8
1.15
Pipe Restraints and Reaction Blocking..........................................................................................8
1.16
Tunneling, Jacking and Boring.....................................................................................................8
1.17
Dead-end Mains..........................................................................................................................9
1.18
Abandonment of Water Mains......................................................................................................9
SECTION 2
CHECK LIST FOR WATER DISTRIBUTION CONSTRUCTION PLANS
2.1
Plan Submittal Requirements.....................................................................................................11
2.2
Plan Details..............................................................................................................................12
SECTION 3
MINIMUM DESIGN STANDARDS FOR SANITARY SEWERS
3.1
General....................................................................................................................................15
3.2
Design Flow..............................................................................................................................15
3.3
Hydraulic Design.......................................................................................................................16
3.4
Design Details...........................................................................................................................16
3.5
Typical Layout..........................................................................................................................17
3.6
Bedding and Cover....................................................................................................................18
3.7
Relation to Water Mains............................................................................................................18
3.8
Abandonment of Sewer Mains and Manholes..............................................................................19
3.9
Easements................................................................................................................................20
3.10
Soil Analysis..............................................................................................................................20
3.11
Tunneling, Jacking and Boring...................................................................................................20
3.12
Lift Station................................................................................................................................20
SECTION 4
CHECK LIST FOR SANITARY SEWER CONSTRUCTION PLANS
4.1
Plan Submittal Requirements.....................................................................................................23
4.2
Plan Details..............................................................................................................................24
SECTION 5
STANDARD SPECIFICATIONS FOR WATER MAIN CONSTRUCTION
5.1
General....................................................................................................................................27
5.2
Plan Requirements....................................................................................................................27
5.3
Plan Approval...........................................................................................................................27
5.4
Inspection................................................................................................................................27
5.5
Specifications............................................................................................................................27
5.6
Materials of Construction...........................................................................................................27
5.7
Methods of Construction............................................................................................................36
5.8
Pneumatic Testing for Tapping Sleeves......................................................................................42
5.9
Hydrostatic Pressure Testing......................................................................................................42
5.10
Sterilization and Bacteriological Testing......................................................................................43
5.11
Restoration and Clean Up..........................................................................................................44
Design Standards and Specifications
Table of Contents
5.12
Warranty and Acceptance..........................................................................................................44
SECTION 6
STANDARD SPECIFICATIONS FOR SANITARY SEWER MAIN CONSTRUCTION
6.1
General....................................................................................................................................47
6.2
Plan Requirements....................................................................................................................47
6.3
Plan Approval...........................................................................................................................47
6.4
Inspection................................................................................................................................47
6.5
Specifications............................................................................................................................47
6.6
Materials of Construction...........................................................................................................47
6.7
Methods of Construction............................................................................................................52
6.8
Inspection, Testing, Approval and Acceptance of Gravity Flow Sanitary Sewer Pipe and Manholes
.61
6.9
Lift Station................................................................................................................................66
6.10
Restoration and Clean Up..........................................................................................................67
6.11
Warranty and Acceptance..........................................................................................................67
SECTION 7
APPROVED
MATERIALS AND MANUFACTURERS LIST
7.1
Introduction..............................................................................................................................
69
7.2
Product Submittal Procedures....................................................................................................69
7.3
Evaluation Process....................................................................................................................70
7.4
Approval Process......................................................................................................................70
7.5
Water System...........................................................................................................................71
7.6
Sanitary Sewer System..............................................................................................................77
7.7
Water and Sanitary Sewer Systems............................................................................................81
SECTION 8
STANDARD SPECIFICATIONS FOR STREET PAVING CONSTRUCTION
8.1
General....................................................................................................................................83
8.2
Testing and Inspection..............................................................................................................83
8.3
Notification of Property Owners.................................................................................................84
8.4
Protection of Utilities and Irrigation Systems...............................................................................84
8.5
Water for Construction..............................................................................................................85
8.6
Street Crown Elevations............................................................................................................85
8.7
Concrete..................................................................................................................................86
8.8
Subgrade and Base...................................................................................................................93
8.9
Hot Mix Asphalt Concrete Surface(HMAC)..................................................................................98
8.10
Storm Sewer...........................................................................................................................105
8.11
Fences...................................................................................................................................110
8.12
Salvage of Asphalt Paving........................................................................................................111
8.13
Traffic Control.........................................................................................................................111
8.14
Prosecution of the Work and Working Days..............................................................................112
8.15
Measurement and Payment.....................................................................................................113
8.16
Restoration and Clean Up........................................................................................................116
8.17
Certificate of Completion and Warranty ....................................................................................116
SECTION 9
TYPICAL DETAILS OF CONSTRUCTION
9.1
General Details.......................................................................................................................117
9.2
Water Details..........................................................................................................................120
9.3
Sewer Details..........................................................................................................................134
9.4
Street Details..........................................................................................................................144
9.5
Appendix...............................................................................................................................161
T
Design Standards and Specifications
Water Standards
i
t
SECTION 1
MINIMUM DESIGN STANDARDS FOR WATER DISTRIBUTION
1.1 General
1.1.01 All water distribution system design shall be in accordance with the requirements of TCEQ
Chapter 290, AWWA Standards, City of Lubbock Water System Master Plan, current City
ordinances and the City of Lubbock Minimum Design Standards for Water Distribution.
1.2 Design Flow
1.2.01 The design of the water distribution system shall be based on the following:
A. Design flow for residential use:
Peak Hourly Demand
Effiffism
1,000
gpcd
Maximum Daily Demand
650
gpcd
Average Daily Demand
240
gpcd
Capita per Household (Single Family)
3.2
persons
Capita per Household(Multi-family)
2.5
persons
i. Lines in alleys or easements shall be adequate to provide for a maximum size water
meter of 1-1/2 inches per lot for each 75 feet of frontage.
ii. Property owner may acquire a maximum domestic water tap and meter of 1-1/2 inches
or the equivalent in two meters per lot for each 75 feet of frontage.
iii. Minimum size water tap and meter shall be one inch.
B. Design flow for fire protection:
1- and 2-Family Residential
1,000
Other Than 1- and 2-Family Residential
1 500-8 000
i. Flow may be from more than one fire hydrant, provided the additional hydrants are
accessible to any possible fire location.
ii. Fire protection must comply with Fire Marshall's Office regulations, and in no case be
less than currently adopted International Fire Code requirements.
iii. The water distribution system shall provide domestic water from an alley or easement.
iv. Fire protection service shall be provided from a street right-of-way or comparable
easement.
v. Additional infrastructure may be required to provide fire protection service when water
distribution lines are inadequate.
Section i i
Design Standards and Specifications
Water Standards
vi. Design flow for development other than residential use shall be based on the following
or as directed by the Chief Water Utilities Engineer:
Restaurant
18
Without cafeteria or showers
18
School
With cafeteria; no showers
24
With cafeteria and showers
30
Without cafeteria restrooms or showers
6
Youth
With restrooms; no cafeteria or showers
24
camp
With restrooms and showers; no cafeteria
30
With restrooms showers and cafeteria
42
Office building
18
Hospital(per bed
720
Institution other than hospital)
240
Factories exclusive of industrialprocesses)
24
Parks
6
Swimminq pools
12
Country clubs
120
Airport(per passenger)
6
Self-service laundry
60
Service station convenience store
12
vii. Peak Hourly Demand for other than residential flows shall be 2.5 times the Average
Daily Demand.
1.3 Design Pressure
1.3.01 The design of the water distribution system shall be based on the following:
A. Distribution system shall have a maximum operating pressure of 150 pounds per square inch
(psi) and a minimum operating pressure of 40 psi.
B. Distribution system shall maintain a 20 psi residual pressure during required fire flow and a 40
psi residual pressure during peak hourly demand.
1.4 Hydraulic Design
1.4.01 All distribution mains shall be designed to have a maximum velocity of no greater than 10
feet per second.
1.4.02 Distribution mains shall be designed using a Hazen -Williams friction coefficient "C" equal to
140.
1.5 Typical Layout
1.5.01 Unless approved otherwise by the Chief Water Utilities Engineer, water distribution mains
shall be located:
A. In north -south alleys or streets, 5 feet west of the centerline.
B. In east -west alleys or streets, 5 feet north of the centerline.
2 Section 1^ 1
III{ Design Standards and Specifications
Water Standards
1.5.02 Minimum separation between water and sewer lines shall be 9 feet from outside to outside
of pipes.
1.5.03 Where a water distribution main crosses a street, the crossing shall be made at as near to
perpendicular as possible.
1.5.04 Water distribution mains shall have a minimum of 4 feet of cover from top of pipe to
finished ground surface.
1.5.05 Water mains shall be designed as looped systems.
1.5.06 In all instances a water main shall extend to the extremities of the platted property or the
subdivision served, and further when required to tie into existing mains adjacent to the
development.
1.5.07 All water lines shall be laid as horizontal as possible, avoiding excessive numbers of high or
low points.
1.5.08 At street intersections, valves shall be located at right-of-way lines unless flanged fittings
are required. At alley intersections with thoroughfare streets, valves shall be located at
right-of-way lines of the alleys.
1.5.09 Minimum radius of curvature and maximum deflection angle of pipe joints shall be
restricted to 80% of manufacturer's recommendation, after which the use of horizontal or
vertical bends will be required.
1.6 Relation to Sanitary Sewer Mains and ADDurtenanceS
1.6.01 No physical connection shall be made between a drinking water supply and a sewer line.
A. Any appurtenances shall be designed and constructed so as to prevent any possibility of
sewage entering the drinking water system.
1.6.02 Water lines shall be located a minimum of 9 feet horizontally outside to outside from
-` existing or proposed sanitary sewer lines or appurtenances.
A. Where the 9 foot separation distance cannot be achieved, the following criteria shall apply:
i. New waterline installation —parallel lines:
a. Where a new potable waterline parallels an existing, non -pressure or pressure rated
sanitary sewer main and the Engineer is able to determine that the existing sanitary
sewer main is not leaking:
(1) The new potable waterline shall be located a minimum of 2 feet above and a
minimum of 4 feet horizontally between outside diameters from the existing
sanitary sewer main.
(2) Every effort shall be exerted not to disturb the bedding and backfill of the
existing sanitary sewer main.
b. Where a new potable waterline parallels an existing, non -pressure or pressure rated
sanitary sewer main and it cannot be determined by the Engineer if the existing line is
-, leaking:
(1) The existing sanitary sewer main shall be replaced with at least 150 psi pressure
rated pipe.
(2) The new potable waterline shall be located a minimum of 2 feet above and a
minimum of 4 feet horizontally between outside diameters from the existing
sanitary sewer main.
l ., Section 1 3
Design Standards and Specifications
Water Standards '
c. Where a new potable waterline parallels a new sanitary sewer main:
(1) The sanitary sewer main shall be constructed of at least 150 psi pressure rated
pipe. r
(2) The new potable waterline shall be located a minimum of 2 feet above and a
minimum of 4 feet horizontally between outside diameters from the existing,
sanitary sewer main.
ii. New waterline installation —crossing lines:
a. Where a new potable waterline crosses an existing, non -pressure rated sanitary
sewer main:
(1) One segment of the waterline pipe shall be centered over the sanitary sewer
main such that the joints of the waterline pipe are equidistant and at least 9 feet
horizontally from the centerline of the sanitary sewer main.
(2) The potable waterline shall be at least 2 feet above the sanitary sewer main.
Whenever possible, the crossing shall be centered between the joints of the
sanitary sewer main.
(3) If the existing sanitary sewer main is disturbed or shows signs of leaking, it shall
be replaced for at least 9 feet in both directions (18 feet total) with at least 150
psi pressure rated pipe.
b. Where a new potable waterline crosses an existing, pressure rated sanitary sewer
main:
(1) One segment of the waterline pipe shall be centered over the sanitary sewer
main such that the joints of the waterline pipe are equidistant and at least 9 feet
horizontally from the centerline of the sanitary sewer main.
(2) The potable waterline shall be at least 6 inches above the sanitary sewer main.
(3) Whenever possible, the crossing shall be centered between the joints of the
sanitary sewer main.
(4) If the existing sanitary sewer main shows signs of leaking, it shall be replaced for
at least 9 feet in both directions (18 feet total) with at least 150 psi pressure
rated pipe.
c. Where a new potable waterline crosses a new, non -pressure rated sanitary sewer
main:
(1) One segment of the waterline pipe shall be centered over the sanitary sewer
main such that the joints of the waterline pipe are equidistant and at least 9 feet
horizontally from the centerline of the sanitary sewer main.
(2) The potable waterline shall be at least 2 feet above the sanitary sewer main.
(3) Whenever possible, the crossing shall be centered between the joints of the
sanitary sewer main.
(4) The sanitary sewer main shall be embedded in flowable fill 4 inches below and
12 inches above top of pipe for the total length of one pipe segment plus 12
inches beyond the joint on each end.
d. Where a new potable waterline crosses a new, pressure rated sanitary sewer main:
(1) One segment of the waterline pipe shall be centered over the sanitary sewer line
such that the joints of the waterline pipe are equidistant and at least 9 feet
horizontally from the center line of the sanitary sewer main.
(2) The potable waterline shall be at least 6 inches above the sanitary sewer main.
(3) Whenever possible, the crossing shall be centered between the joints of the }
sanitary sewer main.
(4) The sanitary sewer main shall be constructed of at least 150 psi pressure rated
pipe.
4 Section 1
Design Standards and Specifications
Water Standards
(5) The sanitary sewer main shall be embedded in flowable fill 4 inches below and
12 inches above top of pipe for the total length of one pipe segment plus 12
inches beyond the joint on each end.
e. When a new potable waterline crosses under a sanitary sewer main:
(1) The waterline shall be encased in an 18-foot or longer section of pipe or
constructed of ductile iron or steel pipe with mechanical or welded joints as
appropriate.
(2) The encasing pipe shall be centered on the sewer line and shall be at least 2
nominal pipe diameters larger than the water line.
(3) The carrier pipe shall be supported at 5-foot or less intervals with spacers.
(4) Each end of the casing shall be sealed with watertight non -shrink cement grout
or a manufactured watertight seal.
(5) An absolute minimum separation distance of 1 foot between the waterline and
the sanitary sewer main shall be provided.
(6) Both the waterline and sanitary sewer main must pass a pressure and leakage
test as specified in AWWA C600.
f. The use of brown coloring in flowable fill for pressure rated sanitary sewer main
embedment is recommended for identification during future construction.
B. Waterline and sanitary sewer manhole or cleanout separation:
i. The separation distance from a potable waterline to a sanitary sewer manhole or
cleanout shall be a minimum of 9 feet.
ii. Where the 9-foot separation distance cannot be achieved:
a. The waterline shall be encased in an 18-foot or longer section of pipe or constructed
of ductile iron or steel pipe with mechanical or welded joints as appropriate.
b. The encasing pipe shall be centered on the sewer line and shall be at least 2 nominal
pipe diameters larger than the water line.
c. The carrier pipe shall be supported at 5-foot or less intervals with spacers.
d. Each end of the casing shall be sealed with watertight non -shrink cement grout or a
manufactured watertight seal.
C. Location of fire hydrants
i. Fire hydrants shall not be installed within 9 feet vertically or horizontally of any sanitary
sewer main or sanitary sewer service line regardless of construction.
D. Location of potable or raw water supply or suction lines
i. Suction mains to pumping equipment shall not cross sanitary sewer mains or sanitary
sewer service lines.
ii. Raw water supply lines shall not be installed within 5 feet of any tile or concrete
sanitary sewer main or sanitary sewer service line.
E. Proximity of septic tank drain fields
i. Waterlines shall not be installed closer than 20 feet to septic tank drain fields.
1.6.03 Water and sewer lines shall be installed in separate trenches.
1.6.04 For other instances not covered in these design standards, consult current TCEQ
regulations.
I Section 1 5
Design Standards and Specifications
Water Standards
1.7 Pipe Size and Spacing
1.7.01 Distribution mains shall be located and sized in accordance with the current City of
Lubbock Water System Master Plan and current TCEQ rules:
16-inch or larger
Section line mile
10-inch
Half mile
6 or 8-inch
660 feet
1.7.02 The standard pipe sizes that shall be used are 4-, 6-, 8-, 10-, 12-, 16-, 20- and 24-inch.
Pipe sizes not listed here are considered non-standard and shall not be used in the City of
Lubbock water distribution system, unless approved by the Chief Water Utilities Engineer.
1.8 Pipe Materials
1.8.01 All pipe used in the City of Lubbock water distribution system shall be Cement -lined Ductile
Iron, C900 PVC, C905 PVC, C301 Prestressed -Concrete Steel Cylinder Pressure or Concrete.
Bar -wrapped Steel Cylinder Pressure Pipe.
1.8.02 See City of Lubbock Standard Specifications for Water Main Construction for details on
Materials and Methods of Construction.
1.9 Methods of Connection
r
1.9.01 Tapping Sleeves L
A. Tapping sleeves with tapping valves shall be used whenever possible for connections to
existing mains in order to avoid interruption of water service.
B. Maximum to size shall be no larger than one standard size smaller than the main to be
P 9
tapped.
C. Size -on -size taps are not allowed.
D. Using a tapping sleeve of one standard size smaller than the main to be tapped and
immediately increasing the pipe to a larger size shall not be allowed without prior approval by (-
the Chief Water Utilities Engineer.
1.9.02 Cut -in Tees
A. When it is necessary for a size -on -size connection and interruption of water service is not an
issue, a cut -in tee with valve shall be used.
i. Cut -in tees shall not be used without prior approval by the Chief Water Utilities
Engineer.
1.10 Flanged Outlets
1.10.01 All side outlets for valve attachments on lines larger than 12-inches shall be flanged.
1.11 Valve S
1.11.01 Valves shall be provided in the distribution system so that no single accident, break or I 1
repair will necessitate shutting down a length of pipe greater than 600 feet. i J
6 Section 1
1_
Design Standards and Specifications
C Water Standards
i - A. On distribution mains 12-inch diameter and smaller, valves shall be located at each tee, cross
or other junction.
B. Valves shall be installed at each junction such that no more than one connecting leg is
unvalved.
1.11.02 On 16-inch arterial mains, valves shall be spaced no greater than 800 feet as the arterial
feeder main traverses undeveloped land or is not intersected by other distribution mains.
1.11.03 Transmission mains 20-inch diameter and larger shall be equipped with valves at one-half
mile intervals unless intersected by arterial mains or other distribution mains, or it is
determined that more valves are required.
1.12 Fire Protection Requirements
1.12.01 Fire protection must comply with Fire Marshall's Office regulations, and in no case be less
than currently adopted International Fire Code requirements.
A. Each building in the city limits shall be within 500 feet of a fire hydrant, as measured by lay -
of -hose length.
gy 1.12.02 In all cases, the following criteria shall be adhered to:
A.
Fire hydrant leads shall be minimum 6-inch diameter, sole purpose and shall not exceed 150
feet in length. The entire length of the lead shall be mechanically restrained.
B.
Private fire protection lines and hydrant leads shall connect at the main with a gate valve or
tapping valve equal in size to the fire protection line.
4._ C.
A fire hydrant is required within 200 feet of a Fire Department Connection.
n D.
Fire lines from public mains to buildings shall be installed by a state certified fire sprinkler firm
and tested to the Fire Marshall's requirements.
E.
Fire hydrants shall be located at intersections wherever possible.
L Consult Section C-104 of the International Fire Code for requirements on hydrants that
may obstruct access during fire fighting operations.
F.
A hydrant shall be placed at the throat or beginning of each cul-de-sac at the intersecting
f `
street.
L Additional fire hydrants may be required based on length of cul-de-sac.
r'
ii. Fire hydrants placed at the bulb end of cul-de-sacs should be avoided.
G.
On divided highways, hydrants shall be placed on each side of the highway wherever possible.
H.
Fire hydrants shall be installed with the 4-inch nozzle facing the required access way or street.
I.
Fire hydrants shall be installed and maintained so that the center of the lowest water outlet is
18 inches above the ground.
J.
Fire hydrants shall be placed so that they are readily visible from the street and shall be no
closer than 2 feet nor further than 5 feet from back of curb/sidewalk.
K.
A reflective, blue, raised pavement marker shall be placed at the center of the required access
way or street for any new fire hydrant installation, in line with the 4-inch nozzle.
L.
No bushes, ground cover over 6 inches in height, or other obstructions shall be placed within
a 5 foot radius in all directions of a hydrant or fire department connection.
M.
Where fire hydrants are vulnerable to vehicular damage, appropriate crash posts shall be
provided.
Section 1
j
7
r
Design Standards and Specifications
Water Standards I
I exist within a 3-foot working area f each fire hydrant.
i. No obstructionsshal t t o0 o g o y
ii. Crash posts shall be 4-inch, cement -filled pipe with a minimum of 3 feet above finished
grade and 2 feet of pipe anchored in concrete below grade.
N. Fire hydrants shall be in operation before framing is started or combustibles are stored on any
construction site.
O. Streets and fire access roadways shall be able to support fire apparatus in wet weather before
framing is started or combustibles are stored on any construction site.
1.13 Easements
1.13.01 When it is determined not to be feasible to construct a public water distribution main in a
street or alley, the installation may be made in a dedicated easement or right-of-way.
1.13.02 The minimum width of an easement or right-of-way for a public water distribution main is
10 feet exclusive, 20 feet if shared with a public sanitary sewer main or other utilities or if
depth of water distribution main is greater than 10 feet.
1.13.03 When a fire hydrant is to be installed on private property, an easement shall be dedicated
which provides a minimum of 5 feet clearance in all directions from the center of the fire
hydrant.
1.14 Soil Analysis
1.14.01 The contractor or engineer may be required to submit a report showing the types and
characteristics of the soils to be encountered, water table elevations along the proposed
water distribution main, recommended methods of dewatering for water distribution main
construction, and the recommended methods of backfilling and compacting to be used.
1.15 Pipe Restraints and Reaction Blocking
1.15.01 The size of required pipe restraints and reaction blocks shall be determined by the
Engineer for the project based on the allowable soil pressure and the anticipated working
pressure plus water hammer of the line.
1.15.02 For restrained joint lengths required, refer to Appendix A as derived from EBAA Iron, Inc.
1.16 Tunneling, Jacking and Boring
1.16.01 Tunneling, jacking and boring are methods used for water line placement under restrictive
conditions when open cut construction is not allowed.
A. Only straight pipe alignments for both horizontal and vertical alignment are allowed.
B. Casing shall extend full width of right-of-way or as directed by the Chief Water Utilities
Engineer.
C. Casing pipe shall be a minimum of two standard sizes larger than encased pipe.
D. Casing pipe thickness shall be:
<16 inches 3 8 inch
>_16 inches 1 2 inch
8 Section 1
11
Design Standards and Specifications
Water Standards
E. Manufactured centralizers or spacers shall be required at minimum 5-foot intervals or as
recommended by the manufacturer.
i. Only purpose-built centralizers may be used.
F. Coal tar coating for casing pipe shall conform to AWWA C203.
1.16.02 Slick boring or directional drilling without encasement shall be considered on a case -by -
case basis by the Chief Water Utilities Engineer.
1.16.03 Annular space between casing or uncased pipe and bored hole shall be injection grouted.
1.17 Dead-end Mains
1.17.01 A dead-end main is defined as a length of water line greater than 150 feet with no looped
connections.
1.17.02 Dead-end mains shall not be allowed unless approved by the Chief Water Utilities Engineer.
1.17.03 Where dead-end mains are necessary as a stage in the growth of the system, they shall be
designed so that:
A. The system may be periodically flushed by use of a blow -off valve or fire hydrant, or
B. A temporary looped connection is installed.
1.18 Abandonment of Water Mains
1.18.01 When a water line is to be abandoned, allowances shall be made so that existing and new
water mains may be in service simultaneously, thereby providing a means for transferring
customer's service from the old main to the new main with minimal interruption.
1.18.02 If the construction of a proposed main necessitates the abandoning of the existing main
prior to the new main's placement into service, provisions for a temporary water main with
services must be addressed.
1.18.03 On mains to be abandoned, the designer shall note locations of cut and plug as close as
possible to the main that remains in service.
1.18.04 Fire hydrants, valves and other fittings located on mains to be abandoned shall be
removed and delivered to the City of Lubbock Water Utilities Department.
Section 1 9
Design Standards and Specifications For Water and Sewer
Water Check List
i. Copies of the written approval shall be attached to the construction plans and '
maintained on the job site.
2.1.05 Record Drawings
A. The Engineer shall be responsible for recording constructed dimensions and information on a
set of Record Drawings during the progress of construction.
i. The City of Lubbock Water Utilities Engineering Department shall monitor this process
to assure that changes in construction are kept up to date on the Record Drawings.
B. Reproducible Mylar "Record Drawings", certified by the Engineer and the City of Lubbock
Water Utilities Engineering Department, shall be presented to the City within 30 days of
completion of the construction.
i. Record Drawings shall include locations of all valves, valve vaults, fire hydrants, bends
and tees or other changes in main pipe direction, material or size.
a. GPS Coordinates or property ties are acceptable.
C. Where the construction is phased and a lapse of more than 60 days occurs between phases,
then reproducible Mylar Record Drawings shall be presented to the City of Lubbock Water
Utilities Engineering Department reflecting the completed construction prior to issuance of the
Certificate of Acceptance of Utility Construction.
2.1.06 Acceptance
A. Upon completion of construction, satisfactory system tests and submittal of Record Drawings,
the Engineer shall submit a request to the Chief Water Utilities Engineer for a Certificate of
Acceptance of Utility Construction.
i. Water distribution system improvements shall not be put online or brought into service
without acceptance by the City of Lubbock Water Utilities Engineering Department.
ii. A newly constructed system will not be accepted until the supplying, adjacent system
has been accepted.
iii. A Certificate of Acceptance of Utility Construction shall not be issued until Record
Drawings are provided to the City of Lubbock Water Utilities Department.
B. Building Permits for residential developments and Certificates of Occupancy for commercial
facilities to be serviced by a newly constructed water system will not be released until the
Water Utilities Engineering Department has accepted said system.
2.2 Plan Details
2.2.01 Plan Format
A. All drawings shall be no larger than 24-inch by 36-inch in size.
2.2.02 The following information shall be shown on the plans: 1
A. General
i. Title Block (lower right hand corner preferred)
ii. Scale
iii. Original Date and Revision Dates.
iv. Name of Professional Engineer
v. Professional Engineer's Seal
vi. Firm Name and Contact Information
vii. Drawings Number (s) t
12 Section 2
Design Standards and Specifications For Water and Sewer
Water Check List
viii. Statement:
"All work shall be performed in accordance with the City of
Lubbock Design Standards and Specifications."
B. Plan
i. Bench Marks
ii. North Arrow
iii. Property Lines
iv. Street Names and Easements with Width Dimensions
L v. Existing Buried Utility Lines Location and Depth
a. Water
b. Gas
c. Communication
d. Storm Drain
e. Sanitary Sewers
vi. Other Pertinent Details (Houses, Curbs, Water Courses, Etc.)
vii. Proposed Water Mains
a. Stationing
b. Size
,r c. Length
d. Material and type of joints
e. Location dimensions
f. Fittings
g. Tees
h. Crosses
i. Reducers
j. Bends
k. Plugs
I. Blow -offs
m. Thrust Blocks
n. Valves
o. Fire Hydrants
C. Profile (required for water lines greater than 12-inch diameter)
i. Ground Surface - Existing (Dotted) and Proposed (Solid)
ii. Station Numbers
iii. Existing and Proposed Utilities Where Crossed
iv. Proposed Water Main Control Elevation and Grades
D. Plan, Profile and Complete Details for Off -Site Transmission Mains, Pump Stations, Special
+ Valves and Vaults, Tanks, Etc.
E. Detail Sheet - As Required
i. Standard Bedding Detail
ii. Thrust Block and Joint Restraint Tables
iii. Fire Hydrant Detail
iv. Tapping Details
v. Air Valve Detail
Section 2 13
Design Standards and Specifications For Water and Sewer
Water Check List
vi.
Blow -off Detail
vii.
Crossing Detail
F. Overall Layout Sheet (If Required)
i.
Scale 1 "=100'
ii.
Lot Lines
iii.
Streets and Street Names
iv.
Water Line Sizes and Material
v.
Valves
vi.
Fire Hydrants
vii.
Connections to Existing System
f1
14 Section 2
Design Standards and Specifications For Water and Sewer
Sewer Standards
SECTION 3
MINIMUM DESIGN STANDARDS FOR SANITARY SEWERS
3.1 General
3.1.01 All sanitary sewer system design shall be in accordance with the requirements of TCEQ
Chapter 217, AWWA Standards, City of Lubbock Sewer System Master Plan, current City
ordinances and the City of Lubbock Minimum Design Standards for Sanitary Sewers.
3.2 Design Flow
3.2.01 The design of the sanitary sewer system shall be based on the following:
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 future institutional and
commercial flows.
B. Minimum flow capacity for sizing of sewers for peak flow conditions shall not be less than the
following:
Average Daily Flow
100
gpcd
Peak Factor, 2-hour flow <0.5 MGD
5
-
Peak Factor, 2-hour flow >0.5 MGD
4
Capita per Household Sin le Famil
3.2
ersons
Capita per Household Multi-famil
2.5
persons
C. Minimum residential population density shall be figured on a basis of 6 houses per acre, and
70 percent of total land area developed as residential, unless detailed analysis of the area to
be served indicates differently.
D. Design flow for development other than residential use shall be based on the following or as
directed by the Chief Water Utilities Engineer:
Trailer Park — transient
2.5persons/trailer
50
Mobile Home Park
3 persons/trailer
75
School with cafeteria
With showers
20
Without showers
15
Recreational Parks
Day Use
5
Overni ht Use
30
Commercial Industrial Building
20
Motel
50
Restaurant
Per meal
5
Hospital
Per bed
200
Nursing Home
Per bed
100
Section 3 is
t
i
Design Standards and Specifications For Water and Sewer
Sewer Standards
3.3 Hydraulic Design
3.3.01 The minimum velocity at the design flow rate shall be 2.0 feet per second.
3.3.02 Maximum allowable velocity shall be 10 feet per second.
3.3.03 Manning's coefficient for design purposes shall be n=0.013 for PVC pipe.
3.3.04 Manhole inverts shall be designed in such a manner that the energy gradient is
consistently falling in the direction of flow.
3.4 Design Details
3.4.01 Sewer Pipe
A. The standard pipe sizes that shall be used are 6-, 8-, 10-, 12-, 15-, 18- and 21-inch. Pipe
sizes not listed here are considered non-standard and shall not be used in the City of Lubbock
sanitary sewer system, unless approved by the Chief Water Utilities Engineer.
B. Sewer lines shall be straight between manholes both in line and grade.
C. The following slopes shall apply:
6 inch
0.60
12.35
8 inch
0.40
8.40
10 inch
0.28
6.23
12 inch
0.22
4.88
15 inch
0.15
3.62
18 inch
0.12
2.83
D. All sewer lines shall terminate in a manhole.
i. Cleanouts on sewer main lines shall not be permitted except for temporary
terminations with written approval of the Chief Water Utilities Engineer.
3.4.02 Manholes
A. Manholes shall be a minimum of 48-inch diameter and shall be provided at every change in
direction, grade, or connection with other sewer mains.
B. Manhole spacing and depth shall be as follows:
01IMMOMMMINOM
15 inches or smaller
0-16 Ft.
48 in.
500 Ft.!
15 inches or smaller
Over 16 Ft.
60 in.
500 Ft.
Over 15 inches
All depths
60 in.
800 R.
C. Manholes greater than 16 feet deep or serving pipes larger than 15 inches shall be 60-inch
diameter and include a protective coating system per the Approved Materials List.
D. Connections at manholes shall be designed such that the crowns of connecting pipes are
equal elevation if possible.
E. Force mains shall discharge directly into a manhole through a 900 downspout connection.
16 Section 3
Design Standards and Specifications For Water and Sewer
Sewer Standards
F. Minimum elevation difference across manhole inverts shall be as follows:
Less than 300
0.10 Ft.
Greater than 300
0.20 Ft.
G. Drop manholes shall be provided for a sewer line entering a manhole at an elevation 24
inches or more above the manhole invert.
i. Drop connections on new manholes shall be constructed with an exterior or "outside"
drop system.
ii. Drop connections on existing manholes shall be constructed with an interior or "inside"
drop system.
H. Where the difference in elevation is less than 24 inches, the invert shall be filleted to prevent
solids deposition.
I. Manholes shall be stubbed out with suitable size pipe wherever future extension of the sewer
is anticipated.
i. Stub -outs shall extend beyond the edge of existing or proposed paving.
J. Inflow Prevention Devices (IPDs) shall be specified on all new manhole installations.
3.4.03 Service Connections
A. Tees shall be provided in the sewer main for service connections at each lot or building site.
B. Service connections shall ordinarily be located 5.0 feet south or east of the centerline of the
lot.
C. Service connections shall be 4 inch diameter or larger.
D. Maximum service size shall be no larger than one standard size smaller than the main to be
tapped.
E. Size -on -size service connections are not allowed.
F. Gravity sewer taps shall connect to sewer mains at or above the spring line.
G. No gravity service lines shall discharge directly into a manhole.
H. Service connections shall not be installed within 5 feet of the outside wall of a manhole.
3.5 Typical Layout
3.5.01 Unless approved otherwise by the Water Utilities Engineering Department, sanitary sewer
mains shall be located:
A. In north -south alleys or streets, 5 feet east of the centerline.
B. In east -west alleys or streets, 5 feet south of the centerline.
C. Minimum separation between sewer and water lines shall be 9 feet from outside to outside of
pipes.
D. Where a sanitary sewer main crosses a street, the crossing shall be made at as near to
perpendicular as possible.
3.5.02 Manholes shall be located to provide access for maintenance crews and equipment.
A. Where possible, manholes in alleys should be designed to fall at the projected intersection of
perpendicular lot lines.
Section 3 17
Design Standards and Specifications For Water and Sewer
Sewer Standards
3.5.03 Maximum sanitary sewer depth in alleys shall be 12 feet unless approved by the Water
Utilities Engineering Department.
3.5.04 In all instances the sanitary sewer mains shall extend to the extremities of the property or
the subdivision served.
3.6 Bedding and Cover
3.6.01 Sewer main shall ordinarily have a minimum of 4 feet of cover from top of pipe to finished
ground surface.
A. Where less than 5 feet of elevation difference between the finished lot grade at building line
and the top of the sewer main is provided, the plans shall indicate that the lot is served by a
"shallow sewer" and appropriate elevation information shall be given.
B. Where pipe has less than 4 feet of cover, provisions shall be made to protect the pipe from
impact loading when located in street.
3.6.02 Pipe bedding and embedment shall be in accordance with the Standard Specifications for
Sanitary Sewer Main Construction but in all cases shall be not less than manufacturer
recommendations.
3.7 Relation to Water Mains
3.7.01 No physical connection shall be made between a drinking water supply and a sewer line.
A. Any appurtenance shall be designed and constructed so as to prevent any possibility of
sewage entering the drinking water system.
3.7.02 Sewers shall be located a minimum of 9 feet horizontally outside to outside from existing
or proposed water mains.
A. Where the 9-foot separation distance cannot be achieved, the following guidelines shall apply:
i. New sanitary sewer installation — parallel lines:
a. Where a new sanitary sewer parallels a water line:
(1) The sewer shall be constructed of ductile iron or PVC meeting ASTM
specifications with a pressure rating for both the pipe and joints of 150 psi.
(2) The vertical separation shall be a minimum of 2 feet and the horizontal
separation shall be a minimum of 4 feet between outside diameters.
(3) The sewer shall be located below the water line.
ii. New sanitary sewer installation — crossing lines:
a. Where a sanitary sewer crosses a water line and the sewer is constructed of ductile
iron or PVC with a minimum of pressure rating of 150 psi:
(1) An absolute minimum distance of 6 inches between outside diameters shall be
maintained
(2) The sewer shall be located below the water line and one length of the sewer pipe
must be centered on the water line.
b. Where a sanitary sewer crosses under a water line and the sewer is constructed of
ABS truss pipe, similar semi -rigid plastic composite pipe, clay pipe or concrete pipe with
gasketed joints:
(1) A minimum 2 foot separation distance between outside diameters shall be
maintained.
18 Section 3 J-1
Design Standards and Specifications For Water and Sewer
Sewer Standards
(2) The sanitary sewer main shall be embedded within 9 feet of the water line with
flowable fill 4 inches below and 12 inches above top of pipe for the total length
of one pipe segment plus 12 inches beyond the joint on each end.
c. Where a sanitary sewer crosses over a water line:
(1) All portions of the sewer within 9 feet of the water line shall be encased in a joint
of 150 psi pressure class pipe at least 18 feet long and 2 nominal sizes larger
than the new conveyance.
(2) The carrier pipe shall be supported at 5-foot or less intervals with spacers.
(3) The encasement pipe should be centered on the crossing and each end sealed
with watertight non -shrink cement grout or a manufactured watertight seal.
(4) An absolute minimum separation distance of 1 foot between the waterline and
the sanitary sewer main shall be provided.
(5) Both the waterline and sanitary sewer main must pass a pressure and leakage
test as specified in AWWA C600.
d. The use of brown coloring in flowable fill for pressure rated sanitary sewer main
embedment is recommended for identification during future construction.
iii. In all cases, suitable backfill or other structural protection shall be provided to preclude
settling and/or failure of the higher pipe.
B. Sanitary sewer manhole and clean out separation from water
i. Manholes and clean outs must be installed so as to provide a minimum of 9 feet of
outside to outside clearance from an existing or proposed water line.
ii. Where the 9-foot separation distance cannot be achieved, an encasement pipe as
described in subparagraph (c.) above may be used for the water line.
3.7.03 Water and sewer lines shall be installed in separate trenches.
3.7.04 For other instances not covered in these design standards, consult current TCEQ
regulations.
3.8 Abandonment of Sewer Mains and Manholes
3.8.01 When a sewer system is to be abandoned, the Engineer shall ensure that all mains and
service connections are transferred to the new system or properly plugged prior to
decommissioning of the existing system.
3.8.02 Sewer Mains
A. If a line to be abandoned terminates in a manhole that will remain in service, the existing
main to be decommissioned shall be plugged from within the manhole and clearly marked on
the plans.
i. Cutting and plugging of existing lines directly outside of manholes should be avoided.
B. If a portion of a line is to be abandoned, a manhole must be installed on the new terminus of
the line to remain in service.
3.8.03 Sewer Manholes
A. Manholes may be decommissioned by either of the following methods or as approved by the
Chief Water Utilities Engineer:
i. Complete removal of the manhole structure including ring, lid, cone, riser sections,
base and all appurtenances. The excavation shall be backfilled with compacted native
material or flowable fill.
Section 3 19
t
i
Design Standards and Specifications For Water and Sewer
Sewer Check List '
i. Copies of the written approval shall be attached to the construction plans and i
maintained on the job site.
4.1.05 Record Drawings
A. The Engineer shall be responsible for recording constructed dimensions and information on a
set of Record Drawings during the progress of construction.
L The City of Lubbock Water Utilities Engineering Department shall monitor this process
to assure that changes in construction are kept up to date on the Record Drawings.
B. Reproducible Mylar "Record Drawings", certified by the Engineer and the City of Lubbock
Water Utilities Engineering Department, shall be presented to the City within 30 days of
completion of the construction.
L Record Drawings shall include locations of all lift stations, manholes or other changes
in main pipe direction, material or size.
a. GPS Coordinates or property ties are acceptable.
C. Where the construction is phased and a lapse of more than 60 days occurs between phases,
then reproducible Mylar Record Drawings shall be presented to the City of Lubbock Water
Utilities Engineering Department reflecting the completed construction prior to issuance of the
Certificate of Acceptance of Utility Construction or the issuance of Building Permits.
4.1.06 Acceptance
A. Upon completion of construction, satisfactory system tests and submittal of Record Drawings,
the Engineer shall submit a request to the Chief Water Utilities Engineer for a Certificate of
Acceptance of Utility Construction.
L Sanitary sewer improvements shall not be put online or brought into service without
acceptance by the City of Lubbock Water Utilities Engineering Department.
ii. A newly constructed system will not be accepted until the receiving, downstream
system has been accepted.
iii. A Certificate of Acceptance of Utility Construction shall not be issued until Record
Drawings are provided to the City of Lubbock Water Utilities Department.
B. Building Permits for residential developments and Certificates of Occupancy for commercial
facilities to be serviced by a newly constructed system will not be released until the Water
Utilities Engineering Department has accepted said system.
4.2 Plan Details
4.2.01 Plan Format
A. All drawings shall be approximately 24-inch by 36-inch in size.
4.2.02 The following details shall be shown on the plans:
A. General
i. Title Block (lower right hand corner preferred)
ii. Scale
iii. Original Date and Revision Dates
iv. Name of Professional Engineer
v. Professional Engineer's Seal
vi. Firm Name and Contact Information
vii. Drawings Number(s)
24 Section 4
Design Standards and Specifications For Water and Sewer
Sewer Check List
f i viii. Statement:
"All work shall be performed in accordance with the City of
Lubbock Design Standards and Specifications."
B. Plan
i. Bench Marks
ii. North Arrow
iii. Property Lines
P
iv. Street Names and Easements with Width Dimensions
v. Existing Buried Utility Lines Location and Depth
a. Water
b. Gas
c. Communication
d. Storm Drain
e. Sanitary Sewers
vi. Other Pertinent Details (Houses, Curbs, Water Courses, Etc.)
vii. Proposed Sanitary Sewer Mains
a. Diameters
b. Materials
c. Gradients
_^ d. Length between Manholes
e. Proposed Manholes
f. Stationing and Other Number Designation
g. Elevation of Inverts In And Out Of Manhole
h. Elevation of Manhole Rim
i. Location Control Dimensions
j. Manhole Stub -Outs
k. Proposed Future Extensions
�..: I. Proposed Service Connections or Stub -Ins
m. Standard Bedding Cross -Section
n. Proposed Concrete Encasement
o. Proposed Cut -Off Walls
viii. All new sewer line easements must have an easement description and document for
recording said easement accompanying the construction plans submitted to the Water
Utilities Engineering Department for approval.
C. Profile
i. Ground Surface - Existing (Dotted) and Proposed (Solid)
ii. Station Numbers
iii. Existing and Proposed Utilities Where Crossed
iv. Existing Manhole Invert and Rim Elevations
D. Plan, Profile and Complete Details for Off -Site Transmission Mains, Lift Stations, Special Valves
and Vaults, Tanks, Etc.
E. Detail Sheet - As Required
i. Standard Bedding Detail
ii. Tapping Details
Section 4 25
Design Standards and Specifications For Water and Sewer
Sewer Check List
F. Overall Layout Sheet(If Required)
)
i. Scale 1 =100
ii. Lot Lines
iii. Streets and Street Names
iv. Sewer line sizes and materials
v. Manholes _ `F
vi. Connections to Existing System
26 Section 4
Design Standards and Specifications For Water and Sewer
Water Specifications
SECTION 5
STANDARD SPECIFICATIONS FOR WATER MAIN CONSTRUCTION
5.1 General
5.1.01 All water main construction within the City of Lubbock water system or for future
connections to the City of Lubbock water system shall be accomplished in accordance with
the requirements of these specifications.
5.2 Plan Reauirements
5.2.01 Water main construction plans shall be prepared under the direction of a Professional
Engineer and approved by the City of Lubbock Water Utilities Engineering Department.
Plans shall conform to the City of Lubbock's Minimum Design Standards for Water
Distribution and shall show all information called for on the City of Lubbock Check List for
Water Distribution Construction Plans.
5.3 Plan Approval
5.3.01 The Water Utilities Engineering Department shall review, approve and issue plans stamped
"Approved for Construction" to the Engineer. Engineer and/or Contractor shall notify the
Water Utilities Engineering Department 48 hours prior to the planned construction is to
commence and also before starting up when construction is interrupted for any reason.
5.4 Inspection
5.4.01 All work shall be inspected by a representative of the Water Utilities Engineering
Department who shall have the authority to halt construction when, in their opinion,
construction is being performed contrary to these specifications or other approved plans.
5.4.02 Whenever any portion of these specifications is violated, the Chief Water Utilities Engineer,
by written notice, may order that portion of construction in violation of these specifications
or other approved plans, specifications and material to cease until such violation is
corrected.
5.5 Specifications
5.5.01 All standard specifications and quality standards; i.e., ASA, AWWA, ASTM, etc., which are
made a portion of these specifications by reference shall be the latest edition and revision
thereof.
5.6 Materials of Construction
5.6.01 Water Pipe
A. All pipe used in the City of Lubbock water distribution system shall be Cement -lined Ductile
Iron, C900 PVC, C905 PVC, C301 Prestressed -Concrete Steel Cylinder Pressure Pipe or C303
Concrete Bar -wrapped Steel Cylinder Pressure Pipe, High Density Polyethylene (HDPE) and
shall conform to the Approved Materials List.
Section 5 27
c'
Design Standards and Specifications For Water and Sewer
Water Specifications
B. The following areapproved materials for water main construction:
i. Cement -lined Ductile Iron Pipe
a. Ductile iron pipe to be furnished shall conform to the following standard
specifications or latest revision:
(1) AWWA C150 — ANSI A21.50
(2) AWWA C104 — ANSI A21.4 1.
(3) AWWA C151— ANSI A21.51
b. All ductile iron pipe shall be cement lined in accordance with AWWA C104 - ANSI '
A21.4 specifications. The external surface shall be coated with an asphalt base paint. ..
c. All joints for ductile iron pipe shall be of the rubber gasket bell and spigot type,
except where connecting flanged fittings, and shall otherwise conform to the base
specifications to which the pipe is manufactured. The joint shall be the latest approved
type of rubber gasket joint for ductile iron pipe. All joints of ductile iron pipe and fittings
shall be sealed with a continuous ring rubber gasket meeting standards specified by
AWWA C111 - ANSI A21.11 or its latest revision.
ii. PVC Pipe
a. Polyvinyl chloride (PVC) pipe shall be manufactured in accordance with AWWA C900
or C905 specifications and shall be minimum DR-18. Pipe shall be furnished with bell and
spigot joint with rubber gasket joint conforming to the above specification. Spigot ends
shall be beveled and reference marked to facilitate joining and insure proper seating
depth.
iii. Concrete Cylinder Pipe
a. Pre -stressed Concrete Steel Cylinder Pressure Pipe shall be manufactured in
accordance with the latest revision of AWWA C301.
b. Concrete Bar -wrapped Steel Cylinder Pressure Pipe shall be manufactured in
accordance with the latest revision of AWWA C303.
c. Concrete Cylinder Pipe shall withstand a minimum pressure of 150 psi longitudinally
and helically.
d. The joints of the pre -tensioned concrete cylinder pipe and fittings shall be sealed
with a continuous ring rubber gasket meeting standards specified in AWWA C303.
e. A Portland cement mortar shall be used to fill the annular space both inside and
outside of joints in the pre -tensioned concrete cylinder pipe.
(1) Portland cement used in the mortar shall conform to "Standard Specifications
and Tests for Portland Cement," ASTM C150 and C77.
(2) Sand for the mortar shall conform to ASTM C33 for fine aggregate.
f. The exterior joints on pre -tensioned concrete cylinder pipe shall be poured with a
heavy duty diaper. The width of the diaper shall be nine (9) inches. The band shall be
provided with 3/8 inch x 0.20 steel straps on each side.
iv. High Density Polyethylene (HDPE)
a. The pipe shall be made of high density, high molecular weight polyethylene pipe
material meeting the requirements of the latest revision of AWWA C906, PE 3408,
Minimum DR11, Pressure Class 160.
b. Use of HDPE pipe must be preapproved by the Chief Water Utilities Engineer in
writing prior to installation.
5.6.02 Service Saddles
A. Service Connections
i. Service connections shall be made through an approved service saddle.
28
Section 5
Design Standards and Specifications For Water and Sewer
Water Specifications
a. Service saddles shall be manufactured to conform to ASTM A240 Type 304 stainless
steel.
b. Service saddles shall be 4-bolt, double band type.
c. Service saddle shall be fusion bonded epoxy or nylon coated.
d. Service saddle shall have flared copper fitting connection.
5.6.03 Tapping Sleeves
A. 4-inch through 12-inch Main Line Connection
i. Tapping sleeves shall be ductile iron or stainless steel, mechanical joint and conform to
the latest revision of ASTM Standard Designations. The tapping sleeve shall withstand
a working pressure of 200 psi.
ii. Gaskets shall be compounded from new materials, and the shape of cross-section of
gasket shall provide adequate seal for the design pressure. Gaskets shall be shop glued
to the groove provided in the body section.
iii. Bolts and hex nuts shall be stainless steel.
B. 16-inch through 24-inch Main Line Connection
i. Tapping sleeves shall be ductile iron or stainless steel, mechanical joint and conform to
the latest revision of ASTM Standard Designations. The tapping sleeve shall withstand
a working pressure of 200 psi.
ii. Flanges shall be fabricated from steel plate conforming to ASTM Standard Designation
A36 or A285, Grade C.
iii. Dimensions shall conform to AWWA Standard C207, "Steel Pipe Flanges," Class D.
a. Flanges shall be machined to a flat face with finish of 250 micro -inches or machined
to a flat surface with a serrated finished in accordance with AWWA Standard C-207,
"Steel Pipe Flanges."
b. Machined face shall be recessed for tapping valves in accordance with the MSS
Standard SP-60.
iv. Gaskets shall be compounded from new materials, and the shape of cross-section of
gasket shall provide adequate seal for the design pressure. Gaskets shall be shop glued
to the groove provided in the body section.
v. Bolts and hex nuts shall be stainless steel.
C. Testing Outlet
i. A 3/4-inch NPT by welded coupling shall be attached to the outlet nozzle of each
tapping sleeve assembly complete with a 3/4-inch square head pipe plug.
D. Painting
L All surfaces of the saddle shall be clean, dry, and free from grease and dirt before
painting.
ii. All surfaces of tapping sleeve except face of flange, bolts and nuts, shall be given a
shop coat of a two-part thermosetting epoxy. Face of flanges shall be shop coated with
a rust preventive compound.
iii. Bolts and nuts shall be shipped bare, no paint or protective coating.
5.6.04 Ductile Iron Fittings
A. Fittings shall be mechanical joint or rubber gasket AWWA Class D bell with transition gasket
for the type of pipe used.
B. All fittings shall be lined with cement or coal tar and coated with an asphaltic paint.
C. Fittings shall conform to AWWA C104, AWWA C110 and AWWA C111 latest revision.
Section 5 29
Design Standards and Specifications For Water and Sewer
Water Specifications
5.6.05 Double Disc Gate Valves
A. Double disc gate valves 12-inch and smaller shall be parallel seat, ductile iron body and
bronze mounted throughout. In line valves shall be flanged or mechanical joint. Side outlets
shall be flanged.
i. Gate valves 12-inch and smaller shall be direct bury.
ii. Valves shall have non -rising stems, shall open by turning to the left (counter-
clockwise), and shall be furnished with a 2" square operating nut.
iii. Valves shall comply with the latest revision of AWWA C500 standards.
5.6.06 Resilient Seat Gate Valves
A. Resilient seat gate valves 12-inch and smaller shall be ductile iron. In line valves shall be
flanged or mechanical joint. Side outlets shall be flanged.
i. Gate valves 12-inch and smaller shall be direct bury.
ii. Valves shall have non -rising stems, shall open by turning to the left (counter-
clockwise), and shall be furnished with a 2-inch square operating nut.
iii. Valves shall comply with the latest revision of AWWA C509 standards.
5.6.07 Butterfly Valves
A. Butterfly valves 16-inch and larger shall be ductile iron and may be either short body or long
body lengths.
i. Butterfly valves shall be installed in a concrete valve vault and shall be equipped with a
hand wheel, a 2-inch square operating nut, a locking device and a position indicator.
ii. Valve shall open by turning to the left (counter -clockwise).
iii. Valves shall be designed for positive stop in the closed position.
iv. Valve shall be manually operated with enclosed worm gear or traveling nut operation
and shall be designed to operate at maximum torque with a maximum pull of 80
pounds.
v. The design water pressure differential shall be 150 psi upstream and 0 psi
downstream.
vi. Valves shall comply with the latest revision of AWWA C504 for Class 150B.
B. Valves installed in vaults shall be painted with heavy-duty machinery paint with color and type
to be approved by Water Utilities Engineering Department.
5.6.08 Pressure Regulating Valves
A. The function of a pressure regulating valve is to reduce an existing high pressure to a pre -
adjusted lower downstream pressure for varying rates of flow without causing shock or water
hammer on the system.
i. The pressure reducing valve shall be hydraulically operated with a free floating guided
piston having a seat diameter equal to the size of the valve.
ii. A pilot valve for controlling operation of the main valve shall be a single seated,
diaphragm operated and spring loaded type.
i___
iii. Pilot valve shall be attached to the main valve with piping and isolation valves so
arranged for easy access in making adjustments and also for its removal from the main
valve while the main valve is under pressure.
iv. Needle valve shall be all bronze and included with the main valve to control the speed
of piston travel.
v. An indicator rod shall be furnished as an integral part of the valve to show the position
of the piston within the valve body.
30 Section 5 f 1,
Design Standards and Specifications For Water and Sewer
Water Specifications
vi. The valve shall be designed to provide as access opening in the valve body for
removing the piston and other internal parts without removing the main valve body
i from the line.
B. The valve shall be fully bronze -mounted and all packing shall have either leather or rubber
seals to provide tight closure and prevent metal to metal friction.
i. Valves shall be ductile iron body.
ii. Bronze casting or parts for internal trim shall conform to ASTM B62.
i C. All valves shall be furnished with flanged ends sized and drilled in accordance with ANSI
B16.1, Class 125.
i. Flanges and covers shall conform to ASTM A126, Class B.
ii. Flanges shall be machined to a flat face with a finish of 250 micro -inches or machined
to a flat surface with a serrated finish in accordance with AWWA C207.
D. Maximum operating pressure shall be 150 psi.
E. Body of the pressure reducing valve shall be given a hydrostatic test of 50% more than the
operating pressure specified herein. A second test of check seating of the cylinder shall be
made at the operating pressure.
F. All surfaces of the valve shall be clean, dry, and free from grease and dirt before painting.
i. Ductile iron surfaces, except the machined face of the flange, shall be evenly coated
with a suitable primer to inhibit rust, or a black asphalt varnish in accordance with
Federal Specification TT-V-51e.
ii. The face of flanges shall be shop coated with a rust preventive compound.
G. Pressure regulating valves shall be installed in an approved concrete valve vault.
5.6.09 2-inch Combination Air and Vacuum Release Valves
A. The function of a combination air and vacuum release valve is to allow air to escape during
pipeline filling and to enter during drainage of the pipeline. Valve shall close water tight when
liquid enters the valve. The valve shall also release small pockets of trapped air after the
pipeline is filled and under pressure.
i. Combination air and vacuum release valves shall be shop assembled and shipped as a
complete unit ready for field installation.
B. The combination air valve shall be the single body type.
i. The valve body and cover shall be designed to operate under a maximum working
pressure of 150 psi.
ii. Material shall be one of the following:
a. Valve body
(1) Cast Iron - ASTM A48-CIass 35
(2) Cast Steel - ASTM A27 GR U60-30
(3) Ductile Iron - ASTM A536 GR 65-45-12
(4) Bosses for tapping pipe threads shall be cast integrally with each valve body and
cover.
b. Float shall be stainless steel.
c. All other internal parts shall be fabricated from bronze.
d. Valve seat shall be fabricated from oil resistant synthetic rubber.
iii. The diameter of the large orifice of the combination air valve shall be 2 inches and the
small orifice diameter shall be 3/32 inch.
Section 5 31
Design Standards and Specifications For Water and Sewer
Water Specifications
iv. Inlet shall be 2 inches in diameter with tapered iron pipe thread conforming to AWWA
C800. A ,
C. Guard Valve and Connecting Pipe
i. Guard valve to be used with air valve shall be bronze ball valve with female iron pipe
thread ends.
ii. Connections between the air valve and the guard valve shall be made using brass
nipples with tapered iron pipe threads conforming to AWWA Standard C-800.
D. The maximum operating pressure shall be 150 psi.
E. Each shop assembled valve shall be given a hydrostatic test of 2 times the rated operating
pressure. During the test, air shall be injected into the body chamber of the valve to check its
ability to release entrained air to the atmosphere under operating pressure.
F. All surfaces of the valve shall be clean, dry and free from grease before painting. Exterior and
interior surfaces except the stainless steel trim and the seating surface of the flange face shall
be evenly coated with a suitable primer, or a black asphalt varnish in accordance with Federal
Specification TT-V51 C or Military Specification C-450-C, Type II.
5.6.10 Swing Check Valves
A. Swing check valves shall be manufactured in accordance with AWWA Standard C508, "Swing -
Check Valves for Ordinary Waterworks Service", with the following additional requirements or
exceptions.
B. All valves shall be iron body, fully bronze -mounted, metal to metal seating with a swing -type
disc.
i. Valves installed in vaults shall be in a horizontal position with exterior lever and
adjustable spring or weight operation.
ii. Valves which are buried shall be installed in a horizontal position and shall be gravity
operated with no external levers or weights.
C. The operating pressure for all sizes shall be 150 psi.
D. Bolts and hex nuts used for attaching top cap to the body shall be the manufacturer's
standard, either fabricated from a low -alloy steel for corrosion resistance or electroplated with
zinc or cadmium.
i. The hot -dip process in accordance with ASTM A135 is not acceptable for the threaded
portions of the bolts and nuts.
E. Flat gasket, either ring type or full faced type, required at the body and cap connection, shall
be fabricated from compressed asbestos sheet with a rubber compound binder.
i. Use of a homogeneous rubber or vegetable fiber sheets is not acceptable.
F. All check valves shall be furnished with flanged ends. The size and drilling shall be in
accordance with ANSI B16.1 Class 125; flanges shall be machined to a flat face with a finish
of 250 micro -inches or machined to a flat surface with a serrated finish in accordance with
AWWA Standard C207.
G. All surfaces of the valve shall be clean, dry and free from grease before painting.
i. All ferrous surfaces, exterior and interior, except the seating surfaces of flange faces,
shall be evenly coated with a suitable primer to inhibit rust or black asphalt varnish in
accordance with Federal Specification TT-V-51e.
ii. Flange faces shall be shop coated with a rust preventive compound.
32
Section 5
Design Standards and Specifications For Water and Sewer
Water Specifications
5.6.11 Blowoffs
A. Temporary or permanent blowoffs may be fabricated from 2-inch pipe with a 2-inch gate
valve.
B. Valve to be iron bodied bronze mounted with 2-inch square operating nut complete with valve
box.
C. Valve and valve box shall be as specified in the Approved Materials List.
5.6.12 Fire Hydrants
A. Fire hydrants shall be standard AWWA C502 hydrants, iron body, bronze mounted throughout
including drain seat ring, and shall be designed for a working pressure of 150 psi.
B. Fire hydrants shall be the traffic model type and shall have a 5-1/4 inch valve opening, two 2-
1/2 inch hose nozzles and one 4-inch steamer nozzle, with 4 threads per inch and a crest to
crest dimension of 4.995 inches.
C. Hydrants shall be for 6-inch mechanical joint connection and shall be 4-1/2 foot bury unless
otherwise shown on plans.
D. Operating nuts shall be 1-1/2 inch pentagons measured to a point.
E. Hydrants shall be painted orange.
F. Fire hydrants that are not yet in service or have been taken out of service shall be covered
completely and securely with black plastic wrap or bags.
G. Hydrants shall meet the requirements as detailed in the Approved Materials List.
5.6.13 Valve Boxes, Vaults, Frames and Covers
A. Valve boxes for 12-inch or smaller valves shall be as specified in the Approved Materials List.
i. The boxes shall be designed to fit over a section of 6-inch PVC pipe which will be used
as an extension from the top of the valve.
ii. Top of valve box shall be set flush with surrounding finished grade.
iii. Valve boxes set in HMAC or brick pavement shall have a 2-foot square by 6-inch thick
reinforced concrete collar.
iv. Valve box shall be heavy cast iron.
v. Valve box shall have a heavy cast iron cover marked "Water Valve".
vi. Valve box shall have a flange type base approximately 2 inches larger in diameter than
the outside diameter of the barrel of the box.
B. Valve vaults for butterfly valves and gate valves larger than 12-inch shall be poured concrete
or pre -cast construction.
i. Valve vaults shall be constructed with the dimensions as called for on the plans or as
approved by the Chief Water Utilities Engineer.
ii. Valve vault cover opening shall be centered over operating nut.
C. Manhole frames and covers shall be of good quality gray iron casting of a pattern similar to
that shown on the plans and with a clear opening of not less than 30 inches.
i. Frame and cover shall be designed with a full bearing ring so as to provide a
continuous seat between frame and cover.
ii. Cover shall be furnished with lifting ring cast into the cover in such manner as to
prevent leaking through.
iii. The cover shall be marked "City of Lubbock Water".
iv. Frame and cover shall be as specified in the Approved Materials List.
Section 5 33
Design Standards and Specifications For Water and Sewer
Water Specifications
5.6.14 Boring Encasement Pipe
A. Encasement pipe shall be smooth steel pipe conforming to the following:
<16 inches 3 8 inch
>_16 inches 1 2 inch
5.6.15 Concrete
A. Proportioning of the constituents of the concrete shall produce a dense and workable mixture
and the designed mix shall be approved by the Engineer before any concrete is placed.
i. The concrete shall be of such consistency that it will flow without separation of the
aggregates.
B. Concrete mix shall be based on the water -cement ratio, and shall be as follows for the
different applications:
i. Concrete for manhole bases, valve vaults and other reinforced concrete structures shall
contain not more than 7.0 gallons of water per sack of cement and yield a 28-day
compressive strength of not less than 3,000 psi.
ii. Concrete for pipe cradling, thrust blocking or fittings and other non -reinforced concrete
shall contain not more than 9 gallons of water per sack of cement and yield a 28-day
compressive strength of not less than 2,500 psi.
C. Concrete shall be made with Portland cement which conforms to "Standard Specifications and
Test for Portland Cement", ASTM C150.
D. Concrete aggregates shall consist of natural washed and screened sand, and washed and
screened gravel or clean crushed limestone conforming to "Standard Specifications for
Concrete Aggregate", ASTM C33.
i. Aggregates shall be well graded from coarse to fine and shall be free from injurious
amounts of clay, soft or flaky materials, loam or organic impurities.
ii. Aggregates shall be approved by the Chief Water Utilities Engineer before use.
E. Water used in mixing concrete shall be clear, clean, free from oil, acid or organic matter and
free from injurious amounts of alkali, salts or other chemicals.
F. Surface moisture or moisture carried by the aggregates shall be included as part of the mixing
water.
G. Reinforcing steel used in concrete shall be deformed bars conforming to "Specifications for
Billet -Steel Bars for Concrete Reinforcement', ASTM A15, A16 or A305, grade 40 or grade 50.
i. Wire mesh shall be woven or electrically welded, cold -drawn mild steel wire fabric.
ii. All reinforcement shall be permanently marked with grade, identification marks or shall,
on delivery, be accompanied by a manufacturer's guarantee.
H. Forms shall be of wood or metal and shall be of sufficient strength to support the concrete '
without bulging between supports and sufficiently water tight to hold the concrete mortar.
i. Forms shall be so constructed that the finished concrete shall be of the form and
dimensions shown on the plans. 1
ii. Form work for exposed surfaces shall be of such material and so constructed as to
produce a wall with a smooth, even surface when the concrete is poured. l
iii. Wall forms shall be set plumb and true and rigidly braced to maintain them in correct )
position and alignment.
iv. Walls for all reinforced concrete work shall be formed inside and outside.
34 Section 5 1
Design Standards and Specifications For Water and Sewer
Water Specifications
v. Form ties shall be adjustable in length and of such type as to leave no metal closer
than 1-inch of the surface, and shall not be fitted with lugs, cones, washers, or other
devices acting as a spreader which will leave a hole larger than 7/8-inch in diameter or
depth back of the exposed surface of the concrete.
a. Wire ties will not be permitted.
vi. Temporary openings for cleaning and inspection shall be provided at the base of
vertical forms or other places where necessary. Such openings shall be neatly and
securely closed before concrete is placed.
vii. Forms shall be oiled before use.
viii. No forms shall be removed without permission of the City Inspector. However, in
general, wall forms may be removed after the concrete has been in place for 24 hours
and on roof slabs after the concrete has been in place for 10 days.
ix. Immediately upon removal of the forms any honey -combed sections shall be repaired
as directed by the City Inspector.
I. Compounds used to form an air tight membrane over a fresh concrete surface shall be in
accordance with Texas Department of Transportation Item 360.2.0 (DMS-4650).
i. Curing compound shall be applied with a pressurized sprayer in an even coating or as
recommended by the manufacturer.
5.6.16 Bedding, Embedment and Backfill
A. Water Pipe 12-inch diameter or smaller
i. Bedding and embedment shall be native, sandy soil material free from rocks, clods,
roots or other debris larger than 1-inch diameter.
B. Water Pipe 16-inch diameter and larger
i. Bedding shall be select sand free from rocks, clods, roots or other debris larger than
1/2-inch.
a. Select sand bedding shall be free from injurious amounts of clay, dust, blow sand,
caliche or slag.
ii. Embedment material shall be crushed stone with irregular surfaces and comply with
the following gradation requirements:
Retained on 1" Sieve
0
Retained on 1 2" Sieve
0-20
Retained on 3 8" Sieve
30-50
Retained on No. 4 Sieve
90-100
Retained on No. 8 Sieve
95-100
a. Embedment shall extend to 12 inches above top of pipe.
iii. Backfill material shall be native, sandy soil material free from rocks, clods, roots or
other debris larger than 2-inch diameter.
C. Compaction
i. Bedding, embedment and backfill shall be compacted to 95% Standard Proctor Density
by approved mechanical means.
a. Compaction shall be in maximum 6-inch compacted lifts.
ii. Water jetting will not be allowed.
( Section 5 35
l_
Design Standards and Specifications For Water and Sewer
Water Specifications
5.6.17 Flowable Fill �l
A. Flowable fill shall consist of a concrete mixture of pea gravel and sand with a cement content
of 1-1/2 sacks per cubic yard.
i. Flowable fill shall be used for backfill in all utility ditches within the right-of-way and
other areas as specified.
ii. Utility ditches in existing paved streets shall be backfilled with flowable fill from the top
of the embedment material to the paving surface.
iii. Use of concrete in place of flowable fill is not acceptable, and if used in place of
flowable fill shall be removed by the Contractor at their own expense.
5.7 Methods of Construction
5.7.01 Scope
A. The work covered by this section consists of constructing water distribution mains and other
appurtenances normally installed as a part of this system. Construction may include surface
preparation; trench excavation; shoring; dewatering; laying, aligning and joining pipe;
installation of pipe, valves, valve boxes, and fittings; cradling, blocking and anchorage;
bedding, embedment and backfilling; and other related work.
5.7.02 Quality Standards
Standard Test Methods for
ASTM D698
Laboratory Compaction
Characteristics of Soil Using
Standard Effort
AWWA C600 (ANSI)
Installation of Ductile Iron Mains
and Their Appurtenances
Polyvinyl Chloride (PVC) Pressure
AWWA C900
Pipe and Fabricated Fittings, 4-inch
through 12-inch for Water
Transmission and Distribution
Polyvinyl Chloride (PVC) Pressure
AWWA C905
Pipe and Fabricated Fittings, 14-inch
through 48-inch for Water
Transmission and Distribution
AWWA M23
Polyvinyl Chloride (PVC) Pipe Design
and Installation
Concrete Pipe Installation Manual
ACPA
(Published by American Concrete
ASTM C891 I Installation of Underground Pre -cast
Utility Structures
5.7.03 Materials
A. The Contractor shall install water distribution pipe of the type, diameter, wall -thickness and
protective coating that is defined in the Approved Materials List or designated by the Chief
Water Utilities Engineer.
B. One or more acceptable types of pipe may be used. As such, the Contractor shall have the
option of installing any of the acceptable types, provided only one type is used throughout
any single size designation or run of pipe.
36 Section 5
Design Standards and Specifications For Water and Sewer
Water Specifications
I- 5.7.04 Storm Water Pollution Prevention Plan (SWPPP)
A. Prior to disturbance of construction area, Contractor shall coordinate with the City of Lubbock
Storm Water Engineering Department to develop a site -specific Storm Water Pollution
Prevention Plan.
B. SWP3 measures shall be installed prior to construction and shall be maintained throughout the
I construction until final stabilization.
5.7.05 Surface Preparation
A. Within Easements, Cultivated or Agricultural Areas
i. All vegetation such as brush, sod, heavy growth, grass, weeds, decayed vegetable
matter, rubbish and other unsuitable material within the area of excavation and spoils
storage shall be stripped and properly disposed.
ii. Topsoil shall be removed to a depth of 8 inches or the full depth of topsoil, whichever
is less.
iii. Removed topsoil shall be stockpiled during construction in an approved location.
B. Within Unpaved Roadway Areas
i. Contractor shall strip the cover material from graveled roadways or other developed
but unpaved traffic surfaces to the full depth of the existing surfacing.
ii. Surfacing shall be stockpiled to the extent that it is acceptable for restoration purposes.
C. Within Paved Areas
i. All pavement cuts and repairs shall be in accordance with the current City of Lubbock
Street Ordinance.
ii. Wherever it is necessary to make cuts in existing pavements, sidewalks, driveways, or
curbs and gutters, the cuts shall be made in such a manner as to cause the least
possible damage to adjoining surfaces.
iii. Asphalt Paving
a. Asphalt surfaces shall be saw cut along each side of the trench ahead of the
trenching machine and the paving and base removed with the trenching machine as the
trench is excavated.
b. The width of surface removed by the Contractor is not to exceed the outside limits of
the trench plus 12 inches.
iv. Concrete Paving
a. Removal of any sidewalks, concrete pavement, concrete base, concrete curbs and
gutters shall be made by saw cutting the concrete to a straight line on each side of the
trench and removing the concrete ahead of the trenching.
b. Concrete shall be saw cut vertically in straight lines and avoiding acute angles.
c. Concrete pavement, sidewalks, driveways or curb and gutter shall be cut with a
power saw to a depth of not less than 2 inches prior to breaking.
d. Overbreak, separation or other damage to the existing bitumen or concrete outside
the designated cut lines shall be replaced at the Contractor's expense.
e. Tunneling may be required under curb and gutters.
f. The width of surface removed by the Contractor of concrete paving is not to exceed
the outside limits of the trench plus 12 inches.
5.7.06 Barricades and Safety Measures
A. Contractor shall, at their own expense, furnish and erect barricades and safety measures for
the protection of persons, property and the works as may be necessary.
Section 5 37
Design Standards and Specifications For Water and Sewer
Water Specifications
B. All barricades and safety measures shall meet the rules and regulations of Federal, state and
local authorities, including but not limited to:
i. OSHA regulations for excavation, trenching and shoring
ii. Texas Manual on Uniform Traffic Control Devices
iii. City of Lubbock Barricade Ordinance
C. Contractor will be held responsible for all damage to the work due to failure of barricades and
safety measures.
i. If damage is incurred, the damaged portion shall be immediately removed and
replaced by Contractor at their own cost and expense.
D. Contractor's responsibility for maintenance of barricades and safety measures shall not cease
until the project is accepted by the City.
5.7.07 Water for Construction
A. The City will not furnish water at no charge for construction purposes.
i. To use City water for construction the contractor shall acquire a water meter for use on
a City fire hydrant, and will be charged the applicable rate for the quantity of water
used.
ii. The contractor shall contact Lubbock Power and Light Customer Service Department
and establish a utility account.
iii. The contractor must pay the current deposit for a fire hydrant meter.
iv. Once an account is established and the deposit is paid, the contractor may pick up a
meter from the City Water Department at 600 Municipal Drive.
B. Fire hydrants shall be operated only by use of an approved fire hydrant wrench. No pipe
wrenches, or other unapproved devices, shall be used to open and close a fire hydrant.
C. For top loading trucks or containers the contractor shall provide a back flow prevention
assembly on the discharge side of the meter.
i. The backflow prevention assembly shall be in the form of two spring loaded ball check
valves.
ii. When filling the truck or container there shall be an air gap of at least two times the
opening diameter of the truck or container.
D. For bottom loading trucks the contractor shall provide a Reduced Pressure Zone (RPZ) type
backflow prevention assembly.
i. All RPZ type back flow prevention assemblies must be tested and the test results
approved by the City prior to use. The test results shall be sent to the City of Lubbock
Public Works Department, Meter and Customer Service Supervisor for approval.
E. In accordance with City of Lubbock Ordinance No. 10208 "Pertaining to Backflow Prevention",
City representatives are authorized to suspend water use from a fire hydrant by a contractor
until the proper and correct backflow prevention devices are installed.
5.7.08 Protection of Existing Utilities
A. It shall be the Contractor's responsibility to properly mark (white line) the work area and
notify the Texas Excavation Safety System, 1-800-DIG-TESS (1-800-344-8377) a minimum of
48 hours prior to construction or excavation.
B. Contractor shall locate all utility lines, including customer service lines, far enough in advance `
of the trenching to make proper provisions for protecting the lines and to allow for any
deviations that may be required from the established lines and grades. k
38 Section 5 }
t_ r
Design Standards and Specifications For Water and Sewer
Water Specifications
C. If required, the Contractor shall "pothole" or physically locate existing underground utilities
ahead of trench excavation.
D. Contractor will not be allowed to disrupt the service on any utility lines except customer
service lines, which may be taken out of service for short periods of time, provided the
Contractor obtains permission from the Water Utilities Engineering Department and from the
owner of the premises being served by the utility.
i. When a customer outage is planned, Contractor shall notify effected customer a
minimum of 24 hours in advance.
E. Contractor shall notify local utilities whenever working near gas mains or services or near
electrical or telephone cables or when the presence of these utilities is suspected in the area
of construction.
F. Contractor shall proceed with caution in the excavation and preparation of the trench so that
the exact location of underground structures, both known and unknown, may be determined.
G. Hand excavation shall be used where necessary.
H. All utility lines shall be properly supported to prevent settlement or damage to the line both
during and after construction.
I. Contractor shall be held responsible for the repair of any utilities when broken or otherwise
damaged because of carelessness on their part.
J. The Contractor shall immediately notify the proper utility company of any damage to utility
lines in order that service may be established with the least possible delay. Any damage to
existing lines and the repair of customer lines which are authorized to be cut shall be at the
Contractor's expense, and as directed by an official representative of the utility company
involved.
K. Any permanent relocation of existing utility lines shall be done by the proper utility company.
5.7.09 Excavation and Trenching
A. Minimum width of the trench shall be the outside diameter of the pipe plus 12 inches.
B. Maximum width of the trench shall be the outside diameter of the pipe plus 18 inches.
i. The Chief Water Utilities Engineer shall review instances where trench widths are
required to be greater than the maximum allowable due to installation techniques or
shoring.
C. Contractor shall take all necessary precautions for protecting paved streets and drives from
being damaged by the trenching and backfilling equipment.
D. Grade shall be such that the pipe will rest firmly on the bedding material throughout the
entire length of the pipe cylinder.
i. Bell holes of ample dimensions shall be dug at each joint to permit the proper jointing
of the pipe.
E. In order to obtain a true, even grade, the trench shall be fine -graded.
i. Material for fine grading shall be free of rocks, roots, grass or any other debris. The
depth of the fine grading material shall not exceed 3 inches.
ii. Where the trench is excavated in excess of 3 inches below grade, the material shall be
compacted to 95% Standard Proctor Density or shall be replaced with approved
bedding material.
iii. If the material being excavated is rock or other unyielding material, it shall be removed
to a depth of 3 inches below grade and replaced with approved bedding material to
grade.
Section 5 39
Design Standards and Specifications For Water and Sewer
Water Specifications
F. All excavated material shall be placed in a manner that will not endanger the work or damage
existing structures. 4
5.7.10 Methods of Connection
A. Service and main line taps and connections shall comply with current City of Lubbock Utilities
Ordinance.
B. Service Taps
i. All service taps on existing mains shall be installed by City personnel or a City -
designated contractor.
C. Main Line Taps
i. All taps on existing mains in service shall comply with current TCEQ requirements.
ii. Persons installing main line taps shall hold a Class "C" or higher TCEQ Water Operator's
License.
iii. A person holding a Class "D" TCEQ Water Operator's License may install main line taps
only if they are in direct communication with a person holding a Class "C" or higher
TCEQ Water Operator's License.
iv. City Inspector must be present for any tap being installed on an existing main.
D. Valve Operating Procedures
i. Contractors shall not operate valves within the existing City of Lubbock water
distribution system.
ii. Operation of valves shall be done by authorized City of Lubbock personnel only.
iii. Contractors shall arrange opening or closing of valves by notifying the Water Utilities
Engineering Department at least 24-hours prior to needing a valve operated.
5.7.11 Pipe Installation
A. Pipe, fittings, valves and other accessories shall be inspected, handled, laid and joined in the
manner herein specified.
B. Pipe, fittings, valves, and accessories shall be inspected upon delivery and during the progress
of the work and any material found to be defective may be rejected.
i. If rejected, the Contractor shall remove and replace such defective material at their
own expense.
C. Pipe, fittings, valves, and other accessories shall be handled in accordance with
manufacturer's specifications.
i. Before lowering into the trench the pipe, fittings, valves and accessories shall be
inspected for defects.
a. Any defective, damaged, or unsound pipe or other incidental materials shall not be
incorporated into the work.
b. Contractor shall remove and replace such defective material at their own expense.
ii. All pipe, fittings, valves and accessories shall be carefully lowered into the trench piece
by piece using suitable tools or equipment in such a manner as to prevent damage to
the material.
iii. Under no circumstance shall pipe, valves, fittings, accessories or tools be dropped
directly into the trench.
D. All foreign matter shall be removed from the inside of the pipe, bells, spigots or parts of the
pipe used in forming the joint before the pipe is lowered into the trench;
i. Pipe shall be kept clean by approved means during and after laying.
ii. The open end of the pipe in the trench shall be plugged when pipe is not being laid.
40
Section 5
I
1
Design Standards and Specifications For Water and Sewer
Water Specifications
E. Pipe shall be laid to the alignment as established on the approved plans.
i. Where grade is being maintained as shown on the plans, the use of batter boards or
laser beam will be required to fine grade the trench.
ii. Whenever it is necessary to deflect pipe from a straight line either in a vertical or
horizontal plane to avoid obstructions, to plumb valves or where vertical or horizontal
curves are required, the allowable deflection angle shall be 80% of the manufacturer's
maximum recommended deflection.
iii. Deflection at each joint shall not exceed 80% of the manufacturer's maximum
recommended deflection.
F. Pipe shall be jointed per manufacturer's requirements.
i. Pipe shall be laid with bells facing in the direction of laying.
a. For lines on appreciable slopes, the Engineer may specify the pipe to be installed
with the bell ends facing up grade.
ii. Bell, spigot and gasket of pipe to be laid shall be wiped clean prior to jointing.
iii. Cutting of pipe for inserting valves, fittings or closure pieces shall be done in a neat
workmanlike manner without damage to the pipe or lining.
iv. Jointing shall be completed for all pipe laid each day.
a. At the times when pipe laying is not in progress, the open ends of pipe shall be
properly plugged and sealed to prevent contamination.
b. No trench water shall be permitted to enter the pipe.
v. No pipe shall be laid in conditions unsuitable for such work as determined by the City
Inspector.
5.7.12 Setting Valves, Valve Boxes and Fittings
A. Valves and fittings shall be set at the locations shown on the approved plans.
B. Valves and fittings shall be adequately blocked for thrust with concrete or mechanically
restrained.
i. Refer to thrust blocking details or Appendix A — Restrained Joint Lengths.
5.7.13 Cradling, Blocking and Anchorage
A. Contractor will be required to install concrete pipe cradle at all valve vaults and properly block
or mechanically restrain all fittings including tees, bends and valves.
B. Where concrete cradling or blocking is used, concrete shall conform to the concrete
specifications.
C. Before placing the concrete, all loose earth shall be removed from the trench.
D. Concrete shall be placed in the trench by the use of chutes extending to within 3 feet of the
bottom of the trench and shall be deposited uniformly on each side of the pipe in such a
manner as to not disturb the grade and alignment of the pipe.
E. Blocking shall be placed between solid ground and the fitting to be anchored. The area of
bearing on pipe and on the ground in each instance shall be that required by the Engineer.
F. Blocking shall be placed so that the joints of all pipe and fittings are accessible for repair.
G. Soil bearing value for thrust blocking shall be as recommended by the Engineer based on soil
analysis of the site. In the absence of such recommendation, the allowable soil bearing value
shall not exceed 2,500 pounds per square foot.
Section 5
41
Design Standards and Specifications For Water and Sewer
Water Specifications
S
5.7.14 Backfilling
A. Backfilling of all trenches and excavations shall comply with the current City of Lubbock Street
Ordinance.
B. After the trench has been backfilled, the disturbed area shall be cleared of all rocks larger
than 1-1/2 inches in diameter and leveled so that the surface will have the same slope and
appearance as it possessed before construction.
C. All surplus material shall be loaded and legally disposed of at the Contractor's expense at an
approved location.
D. Contractor shall compact backfill and clean up as close behind the pipe laying and backfilling
as possible.
E. Following completion of backfill and cleanup, the Contractor shall maintain the street and
trench surfaces in a satisfactory manner until final acceptance of the work.
i. Maintenance shall include blading, filling depressions caused by settlement, sprinkling
to settle dust, brooming and other work required to keep the streets and disturbed
areas in satisfactory condition as determined by the Chief Water Utilities Engineer.
ii. The Contractor shall maintain and be responsible for all paving cuts until such time as
repairs can be completed.
5.8 Pneumatic Testing for Tapping Sleeves
5.8.01 Upon completion of tapping sleeve installation, the tapping sleeve shall be subjected to a
pneumatic pressure test according to the most recent City of Lubbock requirements.
5.8.02 Pneumatic Pressure Test
A. Contractor shall be responsible for performing a pneumatic pressure test witnessed by a City
Inspector.
i. Tapping sleeve shall be pressurized through 3/4" NPT port at a minimum test
pressure of 50 psi.
ii. Duration of the pressure test shall be a minimum of 30 minutes or as
directed by the City Inspector.
5.9 Hydrostatic Pressure Testing
5.9.01 Upon completion of pipe installation, the line shall be subjected to a hydrostatic pressure
test and leakage test according to the most recent AWWA standards, TCEQ rules and City
of Lubbock requirements.
5.9.02 Hydrostatic Pressure Test
A. Contractor shall be responsible for performing a hydrostatic pressure test witnessed by a City
Inspector.
i. Minimum test pressure shall be 100 psi or 150% of static operating
pressure, whichever is greater.
ii. Duration of each pressure test shall be a minimum of 2 hours or as directed
by the Chief Water Utilities Engineer.
B. Hydrostatic Test Procedure
i. Each valved section of pipe shall be slowly filled with water.
ii. As the line is being filled, all air shall be expelled from the pipe. {
a. Taps shall be made, if necessary, at points of highest elevation.
42 Section 5
L1
["i
Design Standards and Specifications For Water and Sewer
Water Specifications
b. Taps shall be tightly plugged upon satisfactory completion of the test.
iii. Pressure shall be applied and maintained by means of a pump connected to the pipe in
a manner satisfactory to the City Inspector.
iv. The pump, pipe connection, and all necessary apparatus except meters shall be
furnished by the Contractor.
v. Contractor shall furnish all necessary labor for connecting the pump, meter, and gages.
vi. Water for filling and making tests may be obtained at a location designated by the
Water Utilities Engineering Department.
a. No charge will be made for the first 2 pipe volumes of water.
b. Contractor will be charged for water used in subsequent tests at the current rate of
bulk usage.
vii. The line shall be carefully checked at regular intervals for breaks or leaks.
viii. Any joints showing appreciable leaks shall be repaired and any cracked or defective
pipes or fittings shall be removed and replaced at the Contractor's own expense.
ix. The test shall be repeated until satisfactory results are obtained.
C. Leakage Test
i. For pipe of 12-inch diameter or smaller, no leakage or pressure drop shall be
allowed over a two hour period at the test pressure.
ii. For pipe larger than 12-inch diameter, the allowable leakage (gallons per hour) shall
not be greater than:
L _ NDIP
7400
L = Gallons per Hour
D = Nominal Pipe Diameter (in.)
N = Number of Joints
P = Test Pressure (PSI)
iii. The leakage shall be determined by measuring the quantity of water supplied to each
valved section of the lines, during the test period, when the various sections of the
lines are under pressure.
iv. If individual sections show leakage greater than the limits specified above, the
Contractor shall locate and repair the defective portions at their own expense.
5.10 Sterilization and Bacteriological Testing
5.10.01 Upon completion of pipe installation, the line shall be sterilized and tested according to the
most recent AWWA standards, TCEQ rules and City of Lubbock requirements.
A. Contractor shall furnish all labor, equipment and material necessary for the chlorination and
testing of the new pipe lines which shall be sterilized before being placed in service.
B. Sterilization Procedure
i. Contractor shall verify that all valves adjacent to test section are closed.
a. Valves shall be operated in accordance with the current City of Lubbock valve
operating procedures.
ii. Lines shall be sterilized by the application of an approved chlorinating agent.
iii. Chlorinating agent may be liquid chlorine, liquid chlorine gas -water mixture, or a
calcium hypochlorite solution, which shall be fed into the lines through a suitable
solution -feed device or other methods approved by the Chief Water Utilities Engineer.
Section 5 43
Design Standards and Specifications For Water and Sewer
Water Specifications '
iv. Chlorinatingagent shall be applied at or near the point from which the line is being
9 PP Po 9
filled, and through a corporation stop or other approved connection inserted in the
horizontal axis of the newly laid pipe.
v. Water being used to fill the line shall be controlled to flow into the section to be
sterilized very slowly.
vi. Rate of application of the chlorinating agent shall be at least 50 parts per million.
vii. Chlorinated water shall be retained in the pipe lines for a period of not less than 24 j
hours. a_
C. Testing/Sampling Procedure
i. The sampling riser shall be located at the farthest point possible from the chlorination
point.
a. The riser shall be above ground and equipped with a faucet for control of flow during
sampling.
ii. Samples shall be taken by City of Lubbock Inspectors from the line and will be tested
for bacteriologic growth at a City of Lubbock certified laboratory. Y
a. Samples will be taken twice in a 48 hour period not less than 24 hours apart.
b. Initial samples may only be taken on Monday, Tuesday or Wednesday prior to 2:00
p.m.
D. Chlorinated water used for sterilization shall be legally disposed of per current TCEQ or other
applicable regulations.
i. Under no circumstances shall chlorinated water used for sterilization be released
directly into a body of water.
5.11 Restoration and Clean Up
5.11.01 The Contractor shall restore or replace all removed or damaged paving, curbing, sidewalks,
gutters, sod, shrubbery, fences, irrigation systems, pipe, or other structures or surfaces to
a condition equal to that before the work began and to the satisfaction of the Chief Water
Utilities Engineer.
5.11.02 All streets, alleys, driveways, sidewalks, curbs or other surfaces broken, cut or damaged by
the Contractor shall be reconstructed as required by the current City of Lubbock Street
Ordinance.
5.11.03 Topsoil material shall be replaced to pre -construction conditions or better.
5.11.04 All rubbish, unused materials and other non-native materials shall be removed from the
jobsite.
5.11.05 The right-of-way shall be left in a state of order and cleanliness as determined by the Chief
Water Utilities Engineer.
5.12 Warranty and Acceptance
5.12.01 At the completion of all or designated portions of work under construction, an inspection
shall be made to determine compliance with these specifications, approved plans and
materials.
A. Upon such determination, a Certificate of Acceptance of Utility Construction shall be issued to
the Engineer.
44 Section 5
Design Standards and Specifications For Water and Sewer
Water Specifications
i
B. The Certificate of Acceptance of Utility Construction shall constitute the initiation of the
warrantee period.
C. The Developer shall warranty the accepted work to be free of defects in workmanship or
i material defects for a period of one year.
5.12.02 The determination of the necessity during the warranty period for the Contractor to repair
or replace the work in whole or in part shall rest entirely with the Chief Water Utilities
Engineer.
€ Section 5 45
Design Standards and Specifications For Water and Sewer
Water Specifications
pf¢
46
Section 5
Design Standards and Specifications For Water and Sewer
Sewer Specifications
SECTION 6
STANDARD SPECIFICATIONS FOR SANITARY SEWER MAIN
CONSTRUCTION
6.1 General
6.1.01 All sanitary sewer main construction within the City of Lubbock sanitary sewerage system
or for future connections to the City of Lubbock sanitary sewerage system shall be
accomplished in accordance with the requirements of these specifications.
6.2 Plan Requirements
6.2.01 Sanitary sewer main construction shall be done in accordance with engineered construction
plans for the work, prepared under the direction of a Professional Engineer and approved
by the City of Lubbock Water Utilities Engineering Department. Plans shall conform to the
City of Lubbock's Minimum Design Standards for Sanitary Sewer and shall show all
information called for on the City of Lubbock Check List for Sanitary Sewer Construction
Plans.
6.3 Plan Approval
6.3.01 Upon approval of plans, the Water Utilities Engineering Department shall issue plans
stamped "Approved for Construction" to the Engineer. Engineer and/or Contractor shall
notify the Water Utilities Engineering Department 48 hours before the planned construction
is to commence and also before starting up when construction is interrupted for any
reason.
6.4 Inspection
6.4.01 All work shall be inspected by a representative of the Water Utilities Engineering
Department who shall have the authority to halt construction when, in their opinion,
construction is being performed contrary to these specifications or other approved plans.
6.4.02 Whenever any portion of these specifications is violated, the Chief Water Utilities Engineer,
by written notice, may order that portion of construction which is in violation of these
specifications or other approved plans, specifications and material to cease until such
violation is corrected.
6.5 Specifications
6.5.01 All standard specifications and quality standards; i.e., ASA, AWWA, ASTM, etc., which are
made a portion of these specifications by reference shall be the latest edition and revision
thereof.
6.6 Materials of Construction
6.6.01 Pipe for sanitary sewer main construction shall be Polyvinyl Chloride Pipe (PVC), PVC
Corrugated Sewer Pipe With a Smooth Interior, Polyethylene, Ductile Iron, Steel Reinforced
Polymer Concrete or Polypropylene Corrugated Single Wall and Dual Wall Pipe and shall
comply with the Approved Materials List.
Section 6 47
Design Standards and Specifications For Water and Sewer
Sewer Specifications
A. PVC Pipe - Gravity Flow
i. Gravity flow PVC pipe and fittings shall conform to the requirements of ASTM F679 and
D3034 for SDR 35 sewer pipe.
ii. The pipe shall be jointed with an integral bell, bell and spigot type rubber gasketed
joint.
a. Each integral bell joint shall consist of a formed bell complete with a single rubber
gasket.
b. Gaskets shall conform to ASTM F477.
iii. The length of joints shall be 20 feet f one inch.
iv. Gravity flow PVC pipe shall be installed in accordance with the manufacturer's
recommendations and shall not exceed 80% of the manufacturer's recommended
maximum deflection.
v. The minimum pipe stiffness factor shall be 46 psi.
B. PVC Pipe - Pressure Rated
i. Pressure rated PVC pipe and fittings shall conform to the requirements of ASTM D2241
for SDR 26 sewer pipe.
ii. The pipe shall be joined with an integral bell, bell and spigot type rubber gasketed
joint.
a. Each integral bell joint shall consist of a formed bell complete with a single rubber
gasket.
b. Gaskets shall conform to ASTM F477.
iii. Pressure rated PVC pipe shall be installed in accordance with the manufacturer's
recommendations and shall not exceed 80% of the manufacturer's recommended
maximum deflection.
iv. The length of joints shall be 20 feet f one inch.
C. PVC Pipe - Spiral Wound
i. Spiral wound PVC pipe and fittings shall conform to the requirements of the latest
revision of ASTM F794 for large diameter ribbed gravity sewer pipe.
ii. Spiral wound PVC pipe shall be installed in accordance with the manufacture's
recommendations and shall not exceed 80% of the manufacturer's recommended
maximum deflection.
iii. The minimum pipe stiffness factor shall be 46 psi.
D. Polyethylene Pipe
i. The pipe shall be made of high density, high molecular weight polyethylene pipe
material meeting the requirements of ASTM F894.
ii. Rubber gaskets shall comply in all respects with the physical requirements specified in
the non -pressure requirements of ASTM Specifications C443.
iii. Polyethylene pipe shall be installed in accordance with the manufacturer's
recommendations and shall not exceed 80% of the manufacturer's recommended
maximum deflection.
E. Ductile Iron Pipe
Ductile iron pipe shall conform to ANSI/ASTM specifications A746 for Ductile Iron
Sewer Pipe.
a. Pipe and fittings shall have a 30-mil thickness epoxy lining on the interior. '
b. Pipe and fittings shall have an exterior coating of coal tar pitch conforming to
requirements of Federal Specifications WW-P-421. l .
!3
48 Section 6
is
Design Standards and Specifications For Water and Sewer
Sewer Specifications
ii. Joints for Ductile Iron shall be of the rubber gasket bell and spigot, except when
otherwise shown on the plans and where connecting to flanged fittings, and shall
conform to the base specifications to which the pipe is manufactured.
iii. Fittings shall be AWWA Standard Class "D" bell and spigot type or an approved gasket
joint for the particular type of pipe used and designed for the pressures of the pipe
except as shown on the plans.
F. Steel Reinforced Polymer Concrete Pipe
i. Steel Reinforced Polymer Concrete Pipe and fittings shall conform to ASTM C76, D6783
and A615 and any other applicable standards.
ii. Steel Reinforced Polymer Concrete Pipe shall be installed in accordance with the
manufacturer's recommendations and shall not exceed 80% of the manufacturer's
recommended maximum deflection.
G. Polypropylene Corrugated Dual Wall and Triple Wall Pipe
i. Polypropylene Corrugated Dual Wall Pipe and fittings shall conform to ASTM F2736.
ii. Polypropylene Corrugated Triple Wall Pipe and fittings shall conform to ASTM F2764.
iii. Polypropylene Corrugated Dual Wall and Triple Wall Pipe shall be installed in
accordance with the manufacturer's recommendations and shall not exceed 80% of the
manufacturer's recommended maximum deflection.
6.6.02 Pre -cast Reinforced Concrete Manholes
A. Manhole barrel, cone, and extension sections shall be constructed of pre -cast concrete.
i. Manhole products shall be smooth, uniform in size and dimensions, consistent in
components throughout and free of voids or honeycombs.
ii. A plant inspection may be required for production facility inspection and to review
record -keeping for material certification.
B. Manufacturer must provide certification that all materials used for manufacturing meet with
the following ASTM Specifications:
ASTM C-33
A re ates
ASTM C-150
Cement
ASTM C-39
Sampling Specimens
ASTM C-185
Reinforcing
ASTM C-144
Sand and Mortar
C. Pre -cast Concrete Manhole Sections
i. Pre -cast concrete manhole sections shall conform to ASTM C478 specifications.
ii. Compressive strength test results must verify concrete strengths meet or exceed 4,000
psi.
iii. Aggregate shall be crushed limestone.
iv. Manholes shall be designed to withstand H-20 AASHTO loading.
v. Manholes shall have lifting holes that do not protrude through manhole wall; one full
inch of concrete thickness must remain between lift hole and outside wall of manhole.
D. Joints Other Than Grade Rings
i. Joints other than grade rings shall be tongue and groove or an equivalent male and
female type joint.
ii. Joints shall be effectively joined with water -tight sealant to prevent leakage and
infiltration. Sealant shall comply with the Approved Materials List.
Section 6 49
Design Standards and Specifications For Water and Sewer
Sewer Specifications
E. Cones and Grade Rings
"
9
L Cones and grade rings shall maintain a clear 30-inch opening.
ii. Grade rings shall be reinforced with the same percentage of steel as risers and tops
and shall also meet ASTM C478 specifications.
6.6.03 Inflow Prevention Device (IPD)
A. Manholes shall be equipped with an approved IPD to prevent unwanted inflow into the
sanitary sewer system.
B. IPDs shall be constructed of corrosion proof material and load tested to withstand 800
pounds.
C. IPDs shall be equipped with a handle or lifting strap capable of supporting a minimum uniform
load of 500 pounds.
D. IPDs shall be equipped with ventilation valves or holes.
i. Release of water through vent valves or holes shall not exceed 5 gallons per 24 hour
period.
ii. Vent valves or holes shall vent sewer gas at one p.s.i. or less.
E. IPDs shall comply with the Approved Materials List.
6.6.04 Manhole Frames and Cover
A. Manhole frames and covers shall be of good quality gray iron casting and conform to ASTM
Designation A48, having a clear opening of not less than 30 inches.
B. Casting shall be designed with a full bearing ring so as to provide a continuous seat between
frame and cover.
C. Cover shall be furnished with lifting ring cast into the cover in such a manner as to prevent
water leaking through.
D. Frame and cover shall have a weight of not less than 275 pounds, shall include lettering "City
of Lubbock, Texas Sanitary Sewer" and shall comply with the Approved Materials List.
6.6.05 Concrete and Mortar
A. Proportioning of the constituents of the concrete shall be such as to produce a dense and
workable mixture, and the designed mix shall be approved by the Engineer before any
concrete is placed.
i. The concrete shall be of such consistency that it will flow without separation of the
aggregates.
B. Concrete mix shall be based on the water -cement ratio, and shall be as follows for the
different applications:
i. Concrete for manholes, valve vaults and other reinforced concrete structures shall
contain not more than 7.0 gallons of water per sack of cement and yield a 28-day
compressive strength of not less than 3,000 psi.
ii. Concrete for pipe cradling, blocking of fittings, manhole inverts and other non -
reinforced concrete shall contain not more than 9.0 gallons of water per sack of
cement and yield a 28-day compressive strength of not less than 2,500 psi.
C. Concrete to be used in manhole bases, sections, cones, grade rings and inverts shall be made)
with Portland cement which conforms to "Standard Specifications and Test for Portland
Cement", ASTM C150.
50 Section 6 [. I
Design Standards and Specifications For Water and Sewer
Sewer Specifications
D. Concrete aggregates shall consist of natural washed and screened sand, and washed and
screened gravel or clean crushed limestone conforming to "Standard Specifications for
Concrete Aggregate", ASTM C33.
i. Aggregates shall be well graded from coarse to fine and shall be free from injurious
amounts of clay, soft or flaky materials, loam or organic impurities.
ii. Aggregates shall be approved by the Chief Water Utilities Engineer before use.
E. Sand to be used in cement mortar shall conform to ASTM C144 specifications.
F. Water used in mixing concrete or mortar shall be clear, clean, free from oil, acid or organic
matter and free from injurious amounts of alkali, salts or other chemicals.
G. Surface moisture or moisture carried by the aggregates shall be included as part of the mixing
water.
H. Reinforcing steel used in concrete shall be deformed bars conforming to "Specifications for
Billet -Steel Bars for Concrete Reinforcement", ASTM A15, A16 or A305, grade 40 or grade 50.
i. Wire mesh shall be woven or electrically welded, cold -drawn mild steel wire fabric.
ii. All reinforcement shall be permanently marked with grade, identification marks or shall,
on delivery, be accompanied by a manufacturer's guarantee.
I. Forms shall be of wood or metal and shall be of sufficient strength to support the concrete
without bulging between supports and sufficiently water tight to hold the concrete mortar.
i. Forms shall be so constructed that the finished concrete shall be of the form and
dimensions shown on the plans.
ii. Form work for exposed surfaces shall be of such material and so constructed as to
produce a wall with a smooth, even surface when the concrete is poured.
iii. Wall forms shall be set plumb and true and rigidly braced to maintain them in correct
position and alignment.
iv. Walls for all reinforced concrete work shall be formed inside and outside.
v. Form ties shall be adjustable in length and of such type as to leave no metal closer
than 1-inch of the surface, and shall not be fitted with lugs, cones, washers, or other
devices acting as a spreader which will leave a hole larger than 7/8-inch in diameter or
depth back of the exposed surface of the concrete.
a. Wire ties will not be permitted.
vi. Temporary openings for cleaning and inspection shall be provided at the base of
vertical forms or other places where necessary. Such openings shall be neatly and
securely closed before concrete is placed.
vii. Forms shall be oiled before use.
viii. No forms shall be removed without permission of the City Inspector. However, in
general, wall forms may be removed after the concrete has been in place for 24 hours
and on roof slabs after the concrete has been in place for 10 days.
ix. Immediately upon removal of the forms any honey -combed sections shall be repaired
as directed by the City Inspector.
J. Compounds used to form an air tight membrane over a fresh concrete surface shall be in
accordance with Texas Department of Transportation Item 360.2.0 (DMS-4650).
i. Curing compound shall be applied with a pressurized sprayer in an even coating or as
recommended by the manufacturer.
6.6.06 Bedding, Embedment and Backfill
A. Sewer Pipe, All Diameters
t_
Section 6 51
Design Standards and Specifications For Water and Sewer
Sewer Specifications
i. Bedding shall be select sand free from rocks, clods, roots or other debris larger than
1/2-inch.
a. Select sand bedding shall be free from injurious amounts of clay, dust, blow sand,
caliche or slag.
ii. Embedment material shall be crushed stone with irregular surfaces and comply with
the following gradation requirements:
a. Embedment shall extend to 12 inches above top of pipe.
iii. Backfill material shall be native, sandy soil material free from rocks, clods, roots or
other debris larger than 2-inch diameter.
6.6.07 Flowable Fill
A. Flowable fill shall consist of a concrete mixture of pea gravel and sand with a cement content
of 1-1/2 sacks per cubic yard.
i. Flowable fill shall be used for backfill in all utility ditches within the right-of-way and
other areas as specified.
ii. Utility ditches in existing paved streets shall be backfilled with flowable fill from the top
of the embedment material to the paving surface.
iii. Use of concrete in place of flowable fill is not acceptable, and if used in place of
flowable fill shall be removed by the Contractor at their own expense.
6.7 Methods of Construction
6.7.01 Scope
A. The work covered by this section consists of constructing gravity flow sanitary sewers,
manholes and other appurtenances normally installed as a part of this system. Construction
may include surface preparation; trench excavation; shoring; dewatering; laying, aligning and
joining pipe; installation of appurtenances; construction of pre -cast, pre -assembled or field
assembled manholes; manhole bases; placement and assembly of manhole risers, cones, or
tops; installation of manhole rings, covers and grade rings; bedding, embedment and
backfilling; and other related work.
6.7.02 Quality Standards
Standard Test Methods for
Laboratory Compaction
ASTM D698
Characteristics of Soil Using
Standard Effort
ASTM A746 ANSI
Ductile Iron Gravity Sewer Pipe
AWWA C600 (ANSI)
Installation of Ductile Iron Mains
and Their Appurtenances
Polyvinyl Chloride (PVC) Pipe Design
AWWA M23
and Installation
52 Section 6
Design Standards and Specifications For Water and Sewer
Sewer Specifications
Recommended Practice for Polyvinyl
UNI B 5
Chloride PVC Sewer Pipe
ASTM C891
Installation of Underground Pre -cast
Utility Structures
6.7.03 Materials
A. The Contractor shall install sanitary sewer pipe of the type, diameter, wall -thickness and
protective coating that is defined in the Approved Materials List or designated by the Chief
Water Utilities Engineer.
B. One or more acceptable types of pipe may be used. As such, the Contractor shall have the
option of installing any of the acceptable types, provided only one type is used throughout
any single size designation or run of pipe.
6.7.04 Storm Water Pollution Prevention Plan (SWP3)
A. Prior to disturbance of construction area, Contractor shall coordinate with the City of Lubbock
Storm Water Engineering Department to develop a site -specific Storm Water Pollution
Prevention Plan.
B. SWP3 measures shall be installed prior to construction and shall be maintained throughout the
construction until final stabilization.
6.7.05 Surface Preparation
A. Within Easements, Cultivated or Agricultural Areas
i. All vegetation such as brush, sod, heavy growth, grass, weeds, decayed vegetable
matter, rubbish and other unsuitable material within the area of excavation and spoils
storage shall be stripped and properly disposed.
ii. Topsoil shall be removed to a depth of 8 inches or the full depth of topsoil, whichever
is less.
iii. Removed topsoil shall be stockpiled during construction in an approved location.
B. Within Unpaved Roadway Areas
i. Contractor shall strip the cover material from graveled roadways or other developed
but unpaved traffic surfaces to the full depth of the existing surfacing.
ii. Surfacing shall be stockpiled to the extent that it is acceptable for restoration purposes.
C. Within Paved Areas
i. All pavement cuts and repairs shall be in accordance with the current City of Lubbock
Street Ordinance.
ii. Wherever it is necessary to make cuts in existing pavements, sidewalks, driveways, or
curbs and gutters, the cuts shall be made in such a manner as to cause the least
possible damage to adjoining surfaces.
iii. Asphalt Paving
a. Asphalt surface shall be cut along each side of the trench ahead of the trenching
machine and the surfacing and base removed with the trenching machine as the trench
is excavated.
b. The width of surface removed by the Contractor is not to exceed the outside limits of
the trench plus 12 inches.
iv. Concrete Paving
a. Removal of any sidewalks, concrete pavement, concrete base, concrete curbs and
gutters shall be made by cutting the concrete to a straight line on each side of the trench
j and removing the concrete ahead of the trenching.
Section 6 53
Design Standards and Specifications For Water and Sewer
Sewer Specifications
b. Concrete shall be cut vertical! in straight lines and avoiding acute angles.
'
Y 9 9
c. Concrete pavement, sidewalks, driveways or curb and gutter shall be cut with a
power saw to a depth of 2 inches prior to breaking.
d. Overbreak, separation or other damage to the existing bitumen or concrete outside
the designated cut lines shall be replaced at the Contractor's expense. 1
e. Tunneling may be required under curb and gutters.
f. The width of surface removed by the Contractor of concrete paving is not to exceed
the outside limits of the trench plus 12 inches.
6.7.06 Barricades and Safety Measures
A. Contractor shall, at their own expense, furnish and erect barricades and safety measures for
the protection of persons, property and the works as may be necessary.
B. All barricades and safety measures shall meet the rules and regulations of Federal, state and
local authorities, including but not limited to:
i. OSHA regulations for excavation, trenching and shoring
ii. Texas Manual on Uniform Traffic Control Devices
iii. City of Lubbock Barricade Ordinance
C. Contractor will be held responsible for all damage to the work due to failure of barricades and
safety measures.
i. If damage is incurred, the damaged portion shall be immediately removed and
replaced by Contractor at their own cost and expense.
D. Contractor's responsibility for maintenance of barricades and safety measures shall not cease
until the project is accepted by the City.
6.7.07 Water for Construction
A. The City will not furnish water at no charge for construction purposes.
i. To use City water for construction the contractor shall acquire a water meter for use on
a City fire hydrant, and will be charged the applicable rate for the quantity of water
used.
ii. The contractor shall contact Lubbock Power and Light Customer Service Department
and establish a utility account.
iii. The contractor must pay the current deposit for a fire hydrant meter.
iv. Once an account is established and the deposit is paid, the contractor may pick up a
meter from the City Water Department at 600 Municipal Drive.
B. Fire hydrants shall be operated only by use of an approved fire hydrant wrench. No pipe
wrenches, or other unapproved devices, shall be used to open and close a fire hydrant.
C. For top loading trucks or containers the contractor shall provide a back flow prevention
assembly on the discharge side of the meter.
i. The backflow prevention assembly shall be in the form of two spring loaded ball check
valves.
ii. When filling the truck or container there shall be an air gap of at least two times the
opening diameter of the truck or container.
D. For bottom loading trucks the contractor shall provide a Reduced Pressure Zone (RPZ) type
backflow prevention assembly.
i. All RPZ type back flow prevention assemblies must be tested and the test results
approved by the City prior to use. The test results shall be sent to the City of Lubbock
Public Works Department, Meter and Customer Service Supervisor for approval.
54 Section 6 11
Design Standards and Specifications For Water and Sewer
Sewer Specifications
6.7.08 In accordance with City of Lubbock Ordinance No. 10208 "Pertaining to Backflow
Prevention", City representatives are authorized to suspend water use from a fire hydrant
by a contractor until the proper and correct backflow prevention devices are installed.
6.7.09 Protection of Existing Utilities
A. It shall be the Contractor's responsibility to properly mark (white line) the work area and
notify the Texas Excavation Safety System, 1-800-DIG-TESS (1-800-344-8377) a minimum of
48 hours prior to construction or excavation.
B. Contractor shall locate all utility lines, including customer service lines, far enough in advance
of the trenching to make proper provisions for protecting the lines and to allow for any
deviations that may be required from the established lines and grades.
C. If required, the Contractor shall "pothole" or physically locate existing underground utilities
ahead of trench excavation.
D. Contractor will not be allowed to disrupt the service on any utility lines except customer
service lines, which may be taken out of service for short periods of time, provided the
Contractor obtains permission from the Water Utilities Engineering Department and from the
owner of the premises being served by the utility.
i. When a customer outage is planned, Contractor shall notify effected customer a
minimum of 24 hours in advance.
E. Contractor shall notify local utilities whenever working near gas mains or services or near
electrical or telephone cables or when the presence of these utilities is suspected in the area
of construction.
F. Contractor shall proceed with caution in the excavation and preparation of the trench so that
the exact location of underground structures, both known and unknown, may be determined.
G. Hand excavation shall be used where necessary.
H. All utility lines shall be properly supported to prevent settlement or damage to the line both
during and after construction.
I. Contractor shall be held responsible for the repair of such structures when broken or
otherwise damaged because of carelessness on their part.
J. The Contractor shall immediately notify the proper utility company of any damage to utility
lines in order that service may be established with the least possible delay. Any damage to
existing lines and the repair of customer lines which are authorized to be cut shall be at the
Contractor's expense, and as directed by an official representative of the utility company
involved.
K. Any permanent relocation of existing utility lines shall be done by the proper utility company.
6.7.10 Excavation and Trenching
A. The width of the trench shall provide adequate working room for installation, joining and
proper compaction along both sides of the pipe. Trenches shall conform to the following
dimensions, unless otherwise shown on the Plans:
4" thru 12"
Pipe
O.D. +12"
Pipe
O.D. +18"
15" thru 21"
Pipe
O.D. +18"
Pipe
O.D. +24"
B. Contractor shall take all necessary precautions for protecting paved streets and drives from
being damaged by the trenching and backfilling equipment.
Section 6 55
Design Standards and Specifications For Water and Sewer
Sewer Specifications
C. Grade shall be such that the pipe will rest firm) on the bedding material throughout the
PP Y 9 9
entire length of the pipe cylinder.
i. Bell holes of ample dimensions shall be dug at each joint to permit the proper jointing
of the pipe.
D. In order to obtain a true, even grade, the trench shall be fine -graded.
i. Material for fine grading shall be free of rocks, roots, grass or any other debris. The
depth of the fine grading material shall not exceed 3 inches.
ii. Where the trench is excavated in excess of 3 inches below grade, the material shall be
compacted to 95% Standard Proctor Density or shall be replaced with approved
bedding material.
iii. If the material being excavated is rock or other unyielding material, it shall be removed
to a depth of 3 inches below grade and replaced with approved bedding material to
grade.
E. Excavation for manholes, structures and other appurtenances shall be sufficient to provide
clearances adequate for proper backfill and compacting on all sides.
F. All excavated material shall be placed in a manner that will not endanger the work or damage
existing structures.
6.7.11 Dewatering
A. All pipe trenches and excavation for structures and appurtenances shall be kept free of water
during pipe laying and other related work.
B. The method of dewatering shall provide for a dry foundation at the final grades of the
excavation.
C. Water shall be disposed of in accordance with current City of Lubbock Storm Water
Engineering Department requirements and in a manner that does not inconvenience the
public or result in a menace to public health.
D. Pipe trenches shall contain enough backfill to prevent pipe flotation before dewatering is
discontinued.
E. Dewatering shall continue until such time as it is safe to allow the water to rise in the
excavation.
6.7.12 Methods of Connection
A. Service and main line taps and connections shall comply with current City of Lubbock Utilities
Ordinance.
B. Service Taps
i. Service taps on newly constructed mains shall be installed by the utility Contractor at
the time of pipe installation.
ii. Service taps on existing, in-service mains shall be installed by City personnel or a City -
designated contractor.
C. Main Line Connections
i. Connections on existing mains shall comply with current TCEQ requirements.
ii. Connection to existing main shall be by a new manhole constructed on the existing
main or connection to an existing manhole.
iii. Persons installing main line connections shall hold a Class "C" or higher TCEQ Water
Operator's License.
r
t,
56 Section 6 I
Design Standards and Specifications For Water and Sewer
Sewer Specifications
iv. A person holding a Class "D" TCEQ Water Operator's License may install main line
connections only if they are in direct communication with a person holding a Class "C"
or higher TCEQ Water Operator's License.
v. City Inspector must be present for any connection being installed on an existing main.
6.7.13 Pipe Installation
A. The Contractor shall be responsible for all materials intended for the Work including the safe
and proper storage of such materials until incorporated into the work.
B. Gravity sanitary sewer pipe and other accessories shall be inspected, handled, laid and joined
in the manner herein specified.
i. Force mains shall be installed according to water pipe installation specifications and
current TCEQ requirements.
C. Pipe and accessories shall be inspected upon delivery and periodically during the progress of
the work. Any material found to be defective may be rejected.
i. If rejected, the Contractor shall remove and replace such defective material at their
own expense.
D. Pipe and accessories shall be handled in accordance with manufacturer's specifications.
i. Before lowering into the trench, the pipe and accessories shall be inspected for defects.
a. Any defective, damaged, or unsound pipe or other incidental materials shall not be
incorporated into the work.
ii. All pipe and accessories shall be carefully lowered into the trench piece by piece using
suitable tools or equipment in such a manner as to prevent damage to the material.
iii. Under no circumstance shall pipe, accessories or tools be dropped directly into the
trench.
p_ E. Pipe shall be laid to the alignment as established on the approved plans.
i. Pipe shall be laid from lowest point to highest point.
ii. Pipe shall be laid with spigots facing in the direction of flow.
g iii. Batter boards or laser beam will be required to fine grade the trench.
iv. All foreign matter shall be removed from the inside of the pipe, bells, spigots, or parts
of the pipe used in forming the joint before the pipe is lowered into the trench;
a. Pipe shall be kept clean by approved means during and after laying.
b. At the times when pipe laying is not in progress, the open ends of pipe shall be
closed by approved means.
v. Bell holes shall be dug at each joint of sufficient depth to allow the entire length of the
barrel of the pipe to rest on the bottom of the trench and to allow ample space for
properly jointing the pipe.
F. Pipe shall be jointed per manufacturer's requirements.
i. Bell, spigot and gasket of pipe shall be wiped clean prior to jointing.
ii. Cutting of pipe for inserting accessories or closure pieces shall be done in a neat
workmanlike manner without damage to the pipe or lining.
iii. If the pipe is disturbed from line and grade after being laid and jointed, the pipe shall
be removed from trench, the joints cleaned and the pipe re-laid.
iv. Jointing shall be completed for all pipe laid each day.
v. No pipe shall be laid in conditions unsuitable for such work as determined by the City
Inspector.
vi. No trench water shall be permitted to enter the pipe.
Section 6 57
Design Standards and Specifications For Water and Sewer
Sewer Specifications
G. The Water Utilities Engineering Department shall be notified at least 24 hours in advance of
when pipe is to be laid in any trench.
i. No pipes shall be covered or authorized for cover until they have been inspected by the
City's Inspector.
6.7.14 Backfill Around Pipe
A. Bedding
i. Bedding material shall be fine graded select sand material conforming to the Materials
of Construction section of these Specifications and shall be a minimum of 4 inches
thick.
B. Embedment
i. Embedment, including haunching under pipe and to a point 12 inches above the top of
the pipe shall be carefully placed and shall be graded embedment material conforming
to the Materials of Construction section of these Specifications.
C. Compaction
i. Bedding and embedment shall be compacted to 95% Standard Proctor Density by
approved mechanical means.
ii. Compaction shall be in maximum 6-inch compacted lifts.
D. Backfill
i. The remainder of the backfill shall conform to the current City of Lubbock Street
Ordinance.
ii. In unpaved streets and alleys or in agricultural or cultivated areas, backfill shall be
compacted to a minimum of 90% Standard Proctor Density.
iii. In paved streets, alleys or proposed paving, backfill shall be compacted to a minimum
of 95% Standard Proctor Density.
iv. Flowable fill may be substituted for compacted backfill.
v. Special situations such as state highway or railroad crossings may be subject to more
stringent requirements and shall be addressed on a case -by -case basis.
vi. Water jetting will not be allowed.
E. Following the completion of the backfilling, the Contractor shall maintain the trench surfaces
in a satisfactory manner until final completion and acceptance of the work.
i. The maintenance may include blading from time to time as necessary, filling
depressions caused by settlement, sprinkling to settle dust, brooming or flushing at the
request of the Chief Water Utilities Engineer and other work required to keep the
streets and roads in satisfactory condition for traffic.
ii. The Contractor shall maintain and be responsible for all paving cuts until such time as
permanent repairs are made.
6.7.15 Manhole Construction
A. The Contractor shall be responsible for all materials intended for the Work including the safe
and proper storage of such materials until incorporated into the work.
B. Manholes and other accessories shall be inspected, handled, and installed in the manner
herein specified.
C. Manhole components and accessories shall be inspected upon delivery and periodically during
the progress of the work. Any material found to be defective may be rejected.
i. If rejected, the Contractor shall remove and replace such defective material at their l
own expense.
58 Section 6
Design Standards and Specifications For Water and Sewer
g- - Sewer Specifications
D. Manhole Base
i. Field poured concrete bases shall be at least 12 inches thick and not less than 1 foot
' greater diameter than the outside diameter of the manhole riser section.
ii. Concrete shall be minimum 3,000 psi.
iii. Concrete placement shall conform to ACI and good construction practices.
iv. Concrete shall be consolidated and struck -off to a horizontal surface within the forms
-- or pouring rings.
v. Field poured concrete bases shall be reinforced.
vi. Pre -cast reinforced concrete bases shall be of the size and shape detailed on the Plans.
E. Manhole Inverts
i. Invert channels shall be smooth and semi -circular in shape conforming to the inside of
the adjacent sewer section.
ii. Changes in direction of flow shall be made with a smooth curve of as large radius as
the size of the manhole will permit.
iii. Changes in size and grade of the channels shall be made gradually and evenly.
iv. The invert channels may be formed directly in the concrete of the manhole base or
may be half -pipe laid in concrete.
v. The floor of the manhole outside the channel shall be smooth and shall slope toward
the channel not less than one inch per foot or more than two inches per foot.
F. Manhole Barrels
i. Manhole barrels shall be assembled of pre -cast riser sections. Riser sections shall be
placed vertically with tongues and grooves properly keyed.
ii. Free drop inside the manhole shall not exceed 24 inches measured from the invert of
the inlet pipe to the invert of the outlet pipe.
a. Where the drop exceeds 24 inches, an approved drop manhole shall be required.
iii. All connections between the riser or base sections and the sewer pipe shall be joined in
such a manner as to make the manholes watertight.
a. Preformed rubber waterstop gaskets shall be cast into the riser or base section.
b. Approved preformed flexible plastic sealing compounds are also acceptable, provided
water tightness is achieved.
G. Top or Cone Sections
i. Cone shaped top sections shall be assembled on top of the manhole barrel with
tongues and grooves properly keyed.
ii. On shallow lines where standard cone sections will not conform to specified elevations,
flat top sections may be considered with prior approval of the Chief Water Utilities
Engineer.
H. Grade Rings
i. Grade rings shall be used for adjusting the top elevation.
a. Grade rings shall be set to the elevations shown on the Plans or established by the
City's Inspector.
b. Each manhole shall have a minimum of 6 inches of grade adjustment.
c. Total height of the grade rings shall not exceed 18-inches at any manhole.
d. Concrete shall be placed around and under the rings to provide a seal and properly
seat the rings at the required elevation.
I. Manhole Frame and Cover
i. Manhole frame and cover shall be set to the elevation shown on the plans.
Section 6 59
1
Design Standards and Specifications For Water and Sewer
Sewer Specifications
ii. Concrete shall be laced around and under the frame to provide a seal andproperly?
P P
seat the frame at the required elevation. r_
J. Inflow Prevention Device (IPD)
i. Manholes shall be equipped with an approved IPD to prevent unwanted inflow into the
sanitary sewer system.
ii. IPDs shall be installed such that lifting strap is to the North.
iii. IPDs shall comply with the Approved Materials List.
K. Water Tightness
i. Finished manholes are expected to be as watertight as the pipe system they are
incorporated into. Infiltration or exfiltration shall not exceed the limits established in
these specifications.
ii. All connections between riser sections, bases and tops shall be sealed with an
approved preformed flexible plastic joint sealing compound.
iii. Application of primer and sealing compound shall be accomplished in conformance with
the manufacturer's recommendations.
iv. Grade of materials, quantity of materials and application temperatures shall conform to
the manufacturer's recommendations.
L. Protective Lining System
L When required for rehabilitation of an existing manhole or construction of a new 60-
inch diameter manhole, an approved protective lining system shall be installed per
manufacturer's instructions. Protective lining and coating systems shall conform to the
Approved Materials List.
M. Backfilling Around Manholes
i. Backfilling around manholes shall conform to the requirements as specified for
backfilling around pipe.
ii. Embedment material shall be placed up to a point equal to that required for the
adjacent pipe.
N. Following the completion of the backfilling, the Contractor shall maintain the excavated
surfaces in a satisfactory manner until final completion and acceptance of the work.
a. The maintenance may include blading from time to time as necessary, filling
depressions caused by settlement, sprinkling to settle dust, brooming or flushing at the
request of the Chief Water Utilities Engineer and other work required to keep the streets
and roads in satisfactory condition for traffic.
b. The Contractor shall maintain and be responsible for all paving cuts until such time
as permanent repairs are made.
6.7.16 Tees for Service Connections
A. Service connections on existing sewer mains shall be made by City of Lubbock Water Utilities
forces.
B. Contractor shall place wyes and tees for service connections where required by the approved
construction plans on new sewer mains.
i. Wyes and tees shall be of like material as the sewer pipe.
C. Tee locations shall be marked with a piece of two-inch by four -inch lumber extended from the
end of the pipe to above ground level with the above -ground portion painted green.
D. Service lines shall be installed to 2 feet inside adjacent property line.
i. Watertight plugs shall be installed in each branch pipe or stub.
60 Section 6 I
Design Standards and Specifications For Water and Sewer
Sewer Specifications
6.8 Inspection, Testing, Approval and Acceptance of Gravity Flow Sanitary
Sewer Pipe and Manholes
6.8.01 Scope
A. The work covered by this section consists of the inspection, testing, approval and acceptance
of gravity flow sanitary sewers and manholes and other appurtenances normally installed as
part of this system. The work may include inspection, cleaning, leakage testing, deflection
testing and television inspection of the interior of the finished sewer system.
6.8.02 Quality Standards
A. The latest published revision of:
Infiltration and Exfiltration Acceptance
ASTM C969
Testing of Installed Sewer Lines
ASTM C828
Low Pressure Air Test of Sewer Lines
Recommended Practice for Low Pressure
UNI B 6
Air Testing of Installed Sewer Pipe
Standard Test Method for Concrete Pipe
ASTM C1214
Sewer Lines by Negative Air Pressure
Vacuum Test Method
Standard Test Method for Concrete Sewer
ASTM C1244
Manholes by the Negative Air Pressure
(Vacuum) Test Prior to Backfill
6.8.03 Materials
A. Water used for exfiltration tests shall be potable or as otherwise approved by the City
Inspector.
B. Equipment necessary for any of the tests shall be of the type, quality and capacity to perform
the operations required and shall be furnished by the Contractor.
C. All labor and materials, including water, shall be furnished at the Contractor's expense.
6.8.04 Inspection
A. City Inspector shall inspect and approve all work accomplished.
i. Testing shall be performed at the discretion of the City Inspector.
B. It shall be the responsibility of the Contractor to coordinate inspection and testing with the
Water Utilities Engineering Department.
L_ 6.8.05 Cleaning
A. Contractor shall remove all foreign matter from the interior of the system prior to testing any
l section of sewer pipe.
i. Chunks of concrete, mortar or other debris including dirt shall be removed.
I ii. Small gravel or grit may be removed by flushing, pressure jetting or other appropriate
cleaning methods approved by the City's Inspector.
B. Watertight plugs or other methods approved by the City Inspector shall be used to prevent
dirt or debris from entering the system.
f.
I Section 6 61
1.
Design Standards and Specifications For Water and Sewer
Sewer Specifications
C. After cleaning manholes, manhole cover shall be positioned to prevent dirt or debris from
entering the system. Other means of preventing intrusion of dirt or debris may be employed if
approved by the City's Inspector.
6.8.06 Pipe Testing
A. Contractor shall have the option of conducting a hydrostatic exfiltration test or a low-pressure
air test. An infiltration test may also be required if the pipeline is continuously subjected to an
exterior hydrostatic head.
B. Contractor shall notify the City Inspector a minimum of 24 hours in advance of any testing.
C. Testing shall be conducted by the Contractor at their own expense.
D. Testing shall be accomplished in the presence of the City Inspector or his authorized
representative.
E. Testing shall not commence on any portion of the pipeline until all field placed concrete in
contact with the pipe, fittings or appurtenances is adequately cured.
F. Exfltration Test
L The sewer line being tested may be filled with water for a period long enough to allow
water absorption in the pipe wall. The saturation period shall be a minimum of 4 hours
and not more than 72 hours.
ii. Each section of the pipeline shall be tested between successive manholes or other
structures. The lower end of the section shall be closed with a watertight device. The
inlet end of the section to be tested shall be filled with water to a point 4 feet above
the pipe invert at the centerline of the upper manhole or structure.
a. If the ground water level is above the pipe invert, the water level in the upper
manhole shall be 4 feet above the adjacent ground water level. Ground water level shall
be determined by the Contractor, subject to approval by the City Inspector.
iii. Allowable exfiltration shall not exceed 10 gallons/inch diameter/mile of
pipe/ 24 hour period.
iv. For construction within the 25-year flood plain, the infiltration shall not
exceed 5 gallons/ inch diameter/mile of pipe/24 hour period at the same
minimum test head.
v. Leakage shall be measured by checking the drop in the water level in the upper
manhole or structure over a period of 4 hours.
vi. Contractor shall repair obvious or concentrated leaks and other repairs as necessary to
reduce exfiltration leakage to an acceptable rate.
vii. Contractor shall repeat the 4 hour exfiltration test after repairs are made until an
acceptable leakage rate is attained.
viii. Repairs required shall be at the Contractor's own expense.
G. Low -Pressure Air Test
i. Low-pressure air test shall be conducted in accordance to the provisions of UNI-13-6,
"Recommended Practice for Low -Pressure Air Testing of Installed Sewer Pipe,"
published by Uni-Bell Plastic Pipe Association.
ii. Low pressure air shall be slowly introduced into the sealed line until the
internal air pressure reaches 4.0 psig greater than the average backpressure
of the groundwater above the pipe.
iii. The air supply shall be throttled to maintain that internal pressure for at least 2
minutes to permit the temperature of the entering air to equalize with the temperature
of the pipe wall.
62 Section 6
Design Standards and Specifications For Water and Sewer
Sewer Specifications
iv. When temperatures have been equalized and the pressure stabilized at 4.0 psig, the air
supply shall be shut off or disconnected.
v. Time shall be recorded for the pressure inside the pipe to drop 1.0 psig.
Time shall not be less than that outlined in Table 1 of UNI-B-6, based on
diameter and length of pipe tested.
vi. City Inspector shall witness and verify results of the test.
vii. Contractor shall repair obvious or concentrated leaks and other repairs as necessary to
reduce leakage to an acceptable rate.
viii. Contractor shall repeat the low-pressure air test after repairs are made until an
acceptable pressure drop for the test is attained.
ix. Repairs required shall be at the Contractor's expense.
H. Infiltration Test
i. Infiltration tests are acceptable only if the pipeline is continuously subjected to an
external hydrostatic head (ground water level) of at least 2 feet above the top of the
pipe at the upstream manhole or structure.
ii. Infiltration test shall be made by sealing the inlet and outlet ends of this pipeline and
measuring the volume of water that infiltrates into the section being tested.
a. Flow measurement may be measured by collecting the discharge into a volumetric
measuring container, weir or other approved method.
iii. The test shall be continued over a period of at least 4 hours. Time shall be allowed to
soak lines and manholes in advance of performing test.
iv. Allowable infiltration shall not exceed 10 gallons/inch diameter/mile of
pipe/24 hour period.
v. For construction within the 25-year flood plain, the infiltration shall not
exceed 5 gallons/ inch diameter/mile of pipe/24 hour period at the same
minimum test head.
vi. Contractor shall repair obvious or concentrated leaks and other repairs as necessary to
reduce the infiltration to an acceptable rate.
vii. Contractor shall repeat the 4 hour infiltration test after repairs are made until an
acceptable infiltration rate is attained.
viii. All repairs required shall be at the Contractor's own expense.
ix. Whenever the rate of infiltration is found to repeatedly exceed the prescribed amount,
the Contractor shall be notified in writing. The Contractor may then be required to
provide, at their own expense, video inspection of the interior of the conduit. The
Contractor shall make appropriate repairs by methods approved by the Chief Water
Utilities Engineer and shall continue to test the conduit until it is proven satisfactory.
6.8.07 Video Inspection
A. Where determined to be necessary, the new sewer pipe shall be inspected by video camera
prior to final acceptance.
i. Initial video inspection shall be at the Contractor's own expense.
f5 B. Video equipment expressly designed for pipeline inspection purposes and operated by
experienced and qualified personnel shall be pulled through the entire pipeline.
i. Video equipment operator shall maintain a log of all inspections and note location, type
(E and extent of any deficiencies.
ii. Video equipment operator shall also photograph all deficiencies and not less than one
"typical" location per each 500 feet of pipeline inspected.
` Section 6 63
t
Design Standards and Specifications For Water and Sewer
Sewer Specifications
C. Contractor shall bear all costs incurred in correcting deficiencies found during the video
inspection, including cost of additional video inspection required to verify correction of noted
deficiencies.
D. Video inspection conducted solely for the Contractor's benefit shall be at the Contractor's own
expense. r' 1
6.8.08 Deflection Test
A. Deflection tests shall be conducted in the presence of the City Inspector not less than 30 days
after the pipe has been installed and backfilled.
i. The deflection test shall be conducted by pulling a mandrel (go no-go device) through
the pipe.
ii. The mandrel shall be designed and sized for each size and type of pipe and shall be at
least 1.5 pipe diameters in length.
iii. The mandrel shall be constructed with an odd number of runners placed parallel to the
pipe centerline and equally spaced around the perimeter of the mandrel.
iv. Test mandrel shall be furnished by the Contractor and approved by the City Inspector.
v. Test equipment, calibration data and procedures shall be subject to the approval of the
City Inspector.
B. Ring or diametric deflection of the installed pipe shall not exceed 5% of the design internal
diameter of the pipe. Pipe sections that restrict free passage of the mandrel shall be removed
and replaced or excavated, re -bedded, backfilled and retested.
C. All repairs, replacement, remedial work and retesting shall be performed by the Contractor at
their own expense.
D. Deflection test may be conducted concurrently with the video inspection of the pipe interior,
subject to approval by the City Inspector.
6.8.09 Manhole Testing LJ
A. Manholes shall be tested for leakage separately and independently of the sanitary sewer lines
by vacuum testing, hydrostatic exfiltration testing or other methods approved by the City
Inspector. An infiltration test may also be required if the manhole is continuously subjected
to an exterior hydrostatic head.
B. Contractor shall notify the City Inspector a minimum of 24 hours in advance of any testing.
C. Testing shall be conducted by the Contractor at their own expense.
D. Testing shall be accomplished in the presence of the City Inspector or his authorized
representative.
E. Testing shall not commence on any portion of the pipeline until all field placed concrete in
contact with the pipe, fittings or appurtenances is adequately cured.
F. Vacuum Test
i. All inlet and outlet pipes in the manhole shall be plugged with an airtight device.
ii. All lift holes and exterior joints shall be plugged with a non -shrink grout.
a. No grout shall be placed in horizontal joints prior to testing.
iii. The manhole opening shall be sealed by a method approved by the City Inspector.
iv. A vacuum of 10 inches of mercury (5 psig) shall be applied.
v. Maximum allowable vacuum loss shall be 1 inch of mercury (0.5 psig) over a
2-minute period.
vi. The Contractor shall have the option to repeat the vacuum test one time after repairs.
64 Section 6 11
Design Standards and Specifications For Water and Sewer
Sewer Specifications
I'
vii. If a vacuum test is failed twice, the manhole shall be repaired and a exfiltration test
shall be performed.
f ' viii. All repairs required shall be at the Contractor's own expense.
G. Exfiltration Test
i. All inlet and outlet pipes in the manhole shall be plugged with a watertight device.
ii. The manhole being tested may be filled with water for a period long enough to allow
water absorption into the manhole. The saturation period shall be a minimum of 4
hours and not more than 72 hours.
iii. Test shall be conducted with the manhole filled with water to the top of the cone
section.
(( iv. Allowable leakage shall not exceed 0.025 gallon/foot diameter/foot of
i manhole depth/hour over a 4 hour period.
v. The Contractor shall repeat the exfiltration test after repairs until an acceptable
leakage rate is attained.
vi. All repairs required shall be at the Contractor's own expense.
H. Infiltration Test
i. Infiltration tests are acceptable only if the connecting conduit is continuously subjected
to an external hydrostatic head (ground water level) at least 2 feet above the top of
the conduit. Ground water level shall be determined by the Contractor, subject to
approval by the City Inspector.
ii. All inlet and outlet pipes in the manhole shall be plugged with a watertight device. The
volume of water that infiltrates into the manhole during a 4 hour period shall be
measured in a manner determined by the City Inspector.
iii. The test shall be conducted after the manhole has been subjected to the maximum
ground water level for at least 4 hours to thoroughly saturate the manhole wall.
iv. The allowable infiltration shall not exceed 0.025 gallon/foot of
diameter/foot of manhole depth/hour during a 4 hour test.
v. The Contractor shall repeat the 4 hour infiltration test after repairs until an acceptable
leakage rate is attained.
vi. All repairs required shall be at the Contractor's own expense.
6.8.10 Approval
A. Final approval of sewer lines and manholes shall be based on an inspection covering all items
in this specification and other approved plans and material. The inspection shall be done in an
appropriate manner by representatives of the Chief Water Utilities Engineer.
B. Contractor shall remedy any defects in workmanship or materials revealed by inspection at
their own expense.
C. Final approval will be based on re -inspection of the sewer after the appropriate repairs and
corrections are completed.
6.8.11 Acceptance
A. Flow of any kind into the existing sanitary sewer collection system shall not be allowed until
the new sewer lines and manholes has been satisfactorily completed and accepted for use by
the Chief Water Utilities Engineer.
B. Portions of the work completed may be placed in operation after all cleaning, testing and
inspection requirements have been fulfilled. Such partial use or partial acceptance shall be
subject to approval of the Chief Water Utilities Engineer.
Section 6 65
Design Standards and Specifications For Water and Sewer
Sewer Specifications
6.9 Lift Station
6.9.01 Lift station design must conform to the most recent TCEQ design criteria.
6.9.02 Site Layout
A. Lift station site location shall be approved by the Chief Water Utilities Engineer.
B. Site shall be chosen to provide the least negative impact to surrounding existing and future
development.
C. The station site shall be located so it may serve as much of the entire sewer drainage basin as
possible. This may require that the station be located off -site of the development.
D. The station site shall be protected from the 100-year flood plain and shall be accessible during
the 25-year storm event.
E. Lift station site and associated access road shall be located in a dedicated right-of-way or
permanent easement. �ry
i. Access road shall be a minimum of 12-foot wide all-weather surface.
ii. Station grounds shall be minimum 5-inch thick, 3/4-inch aggregate base material. f
F. Lift station site shall be fully enclosed by intruder -resistant fence and include a 14-foot vehicle t
gate and 3-foot man gate. Vehicle gate shall be situated such that pumps and equipment are
accessible by service vehicles.
G. Lift station shall have bypass capability.
H. Lift station site shall be illuminated by a security light system.
I. Lift station shall be fitted with SCADA antennae.
6.9.03 Dry Well
A. Dry well shall have separate, dedicated entrance with ladder.
B. The dry well or valve vault shall have an approved, lockable, 26-inch x 36-inch pedestrian -
rated aluminum hatch.
C. Provisions shall be made for water removal from the dry well or valve vault.
D. Dry well shall be adequately vented with a minimum of two 4-inch vent pipes.
6.9.04 Wet Well
A. Wet wells must be enclosed by water -tight and gas -tight walls.
B. Interior walls of wet wells shall be lined with a lining system per the Approved Materials List.
C. Wet well shall have a maintenance hatch for servicing pumps and a separate, dedicated
entrance.
i. Dedicated entrance shall have an approved, lockable, 26-inch x 36-inch pedestrian -
rated aluminum safety hatch.
ii. Maintenance hatch shall be an approved, double -door, lockable, 48-inch x 72-inch
pedestrian -rated aluminum hatch or as required to adequately maintain the wet well
pumps and components.
D. A gravity sewer pipe discharging to a wet well must be located so that the invert elevation is
above the level of the system's "on" setting.
E. All piping within wet well shall be PVC with flanged fittings.
66 Section 6 11
Design Standards and Specifications For Water and Sewer
Sewer Specifications
F. All interior components shall be stainless steel including nuts, bolts, other fasteners and all
base plates.
G. Each pump shall be fitted with 25 feet of stainless steel lifting chain.
H. Each pump shall be fitted with dual -rail stainless steel guide bar and upper guide bar
brackets.
I. Wet wells shall have a sloped bottom toward the pump intake to avoid solids deposition.
J. Piping associated with lift stations shall be approved gravity or pressure rated sewer pipe.
6.10 Restoration and Clean
6.10.01 The Contractor shall restore or replace all removed or damaged paving, curbing, sidewalks,
gutters, sod, shrubbery, fences, irrigation systems, pipe, or other structures or surfaces to
a condition equal to that before the work began and to the satisfaction of the Chief Water
Utilities Engineer.
6.10.02 All streets, alleys, driveways, sidewalks, curbs or other surfaces broken, cut or damaged by
the Contractor shall be reconstructed as required by the current City of Lubbock Street
Ordinance.
6.10.03 Irrigation systems affected by construction shall be properly repaired by a licensed
irrigator, with materials equal to the existing system and in compliance with current
applicable codes.
6.10.04 All rubbish, excess excavated materials, unused materials and other non-native materials
shall be removed from the jobsite and legally disposed.
6.10.05 The right-of-way shall be left in a state of order and cleanliness as determined by the Chief
Water Utilities Engineer.
6.11 Warranty and Acceptance
6.11.01 At the completion of all or designated portions of work under construction, an inspection
shall be made to determine compliance with these specifications, and other approved plans
and materials.
A. Upon such determination, a Certificate of Acceptance of Utility Construction shall be issued.
B. The Certificate of Acceptance of Utility Construction shall constitute the initiation of the
warrantee period.
C. The Contractor shall warrant the accepted work to be free of defects in workmanship or
material defects for a period of one year.
6.11.02 The determination of the necessity during the warranty period for the Contractor to repair
or replace the work in whole or in part shall rest entirely with the Chief Water Utilities
Engineer.
l ` Section 6 67
Design Standards and Specifications For Water and Sewer
Sewer Specifications
l.i
l�
68 Section 6
Design Standards and Specifications For Water and Sewer
Approved Materials List
SECTION 7
APPROVED MATERIALS AND MANUFACTURERS LIST
7.1 Introduction
7.1.01 This section lists specific products and manufacturers that have been approved for use
within the City of Lubbock water and sanitary sewer system.
7.1.02 This listing is intended to be used as a reference source for Water Utilities employees,
Engineers, developers, contractors and vendors.
7.1.03 Materials produced by manufacturers not listed herein are not acceptable for use within the
City's system.
7.1.04 Manufacturers interested in submitting products for evaluation and possible approval
should submit a written request in accordance with the procedures listed below.
7.2 Product Submittal Procedures
7.2.01 Written requests shall be sent to the attention of "Chief Water Utilities Engineer, City of
Lubbock, PO Box 2000, Lubbock, Texas 79457".
7.2.02 Written requests shall include the following:
A. A complete "Application for New Product(s)" (See Appendix A-1)
B. Four (4) copies of the following documents:
i. A list of all applicable standards regarding the product and certification (AWWA, ANSI,
ASTM, etc.)
ii. Adequate shop drawings and design information (brochures and other product
information)
iii. Location of the manufacturer's plant
iv. Location of the nearest local distribution point and retail outlet
v. A list of any special tools, fittings or methods of construction required for installation
and/or maintenance
vi. Spare parts and service availability information
vii. A 5-year history of the product documenting its performance
viii. Warranties
ix. Product sample (where appropriate)
x. User references, with contact person and telephone numbers (Specifically in the State
of Texas)
A. Life cycle costs (where appropriate)
xii. A statement of why the approval of the product would be beneficial to City of Lubbock
C. Applicant shall send a formal review meeting request to the Chief Water Utilities Engineer.
D. All submissions shall be made at least 45 days prior to the meeting at which review is
requested.
Section 7 69
1
Design Standards and Specifications For Water and Sewer
Approved Materials List
7.3 Evaluation Process F!
7.3.01 Product and design review will be conducted by the Chief Water Utilities Engineer or his
appointee.
A. Review shall include:
i. Review for conformance with the City of Lubbock Design Standards and Specifications
for Water and Sewer.
ii. Request and review comments and concerns expressed by contractors, engineers,
developers, suppliers, etc.
iii. Review any other matters regarding the design, construction and implementation of
the proposed product into the City of Lubbock water and sewer systems.
B. Applicant may be requested to make a brief presentation regarding the product.
Representatives shall be knowledgeable on product use, locations, design and reference
checks. The representative shall also have the authority to approve a trial run in City of
Lubbock.
7.4 Approval Process
7.4.01 The decision of the Chief Water Utilities Engineer or his designee is final.
7.4.02 For each product that has been submitted, one of the following recommendations will be
made:
A. Approval for Use
L This approves a product for use throughout the City's service area.
ii. All use of the product will be in conformance with the manufacturer's specifications and
good engineering practices.
B. Conditional Approval for Use
i. This approves a product for use throughout the City's service area; however, the
product will be reviewed periodically to ensure that no unforeseen installation or
maintenance problems have risen.
ii. After a suitable period of field observation, this approval may be upgraded to Approval
for Use status. The frequency of review and the length of field observation period will
be determined by the Chief Water Utilities Engineer.
iii. If, during the field observation period, problems with installation, operation or
maintenance of the product are observed, the Chief Water Utilities Engineer may
downgrade the status of the product to Disapproved for Use.
iv. All use of the product will be in conformance with the manufacturer's specifications and
good engineering practices.
C. Limited Approval for Use
L This approves a product for use only in certain sites or projects within the City's service
area. The Chief Water Utilities Engineer will determine where the product can be used.
ii. The product will be reviewed periodically to ensure that no unforeseen installation,
operation or maintenance problems have arisen.
iii. After a suitable period of field observation, this approval may be upgraded to
Conditional Approval for Use or Approval for Use status. The frequency of review and
the length of the field observation period will be determined by the Chief Water Utilities
Engineer.
70 Section 7
Design Standards and Specifications For Water and Sewer
Approved Materials List
iv. If, during the field observation period, problems with the installation, operation or
maintenance of the product are observed, the Chief Water Utilities Engineer may
downgrade the status of the product to Disapproved for Use.
v. All use of the product will be in conformance with manufacturer's specifications and
good engineering practices.
D. Disapproved for Use
i. The product may not be used anywhere within the City's service area.
ii. If a product has been given a Disapproved for Use status by the Chief Water Utilities
Engineer, the product may not be resubmitted for review unless significant changes
have been made to the product.
iii. The Chief Water Utilities Engineer will not reconsider a disapproved product until at
least twelve (12) months have passed from the date of disapproval.
E. Insufficient Information
i. Not enough information was provided to evaluate the product.
ii. Upon receipt of requested additional information, the Chief Water Utilities Engineer will
re-evaluate the product.
7.4.03 Design Changes of Approved Products
A. After the approval of a product, the manufacturer or his representative shall inform the Chief
Water Utilities Engineer, in writing, of any modifications in design or material. Such changes
may require further evaluation and approval.
7.4.04 Withdrawal of Approval
A. The Chief Water Utilities Engineer may withdraw any approval as a result of a design change,
field observation, testing, product failure, or other factors that, in the Chief Water Utilities
Engineer's opinion, warrant such withdrawal.
7.5 Water System
7.5.01 Water Pipe
A. Cement -lined Ductile Iron (DIP) - Push -On or Mechanical Joint
i. AWWA C151 Minimum Thickness Cass
ii. Manufacturers
a. Griffin Pipe Products
b. Griffin Snap-Lok
c. U.S. Pipe TR-Flex
d. American Ductile Iron Pipe
e. McWane
B. Polyvinyl Chloride (PVC) 3/4-inch to 3-inch, Bell End
i. ASTM D2466, Schedule 40
ii. Manufacturers
a. JM Eagle
b. Uponor ETI
$ ' c. North American Pipe
d. Diamond Plastics
e. Pipelife Jet Stream
Section 7 71
Design Standards and Specifications For Water and Sewer
Approved Materials List
C. Polyvinyl Chloride (PVC) 4-inch to 24-inch
i. AWWA C900 or C905 Minimum Class DR-18
ii. Manufacturers:
a. Certainteed Corporation
b. JM Eagle
c. Uponor ETI
d. North American Pipe
e. Diamond Plastics
f. PiP elife Jetstream H
g. VINYL Plex, Inc.
D. Concrete Cylinder Pipe
i. AWWA C301, Pre -stressed Concrete Steel Cylinder Pressure Pipe
ii. AWWA C303, Concrete Bar -wrapped Steel Cylinder Pressure Pipe
iii. Manufacturers:
a. Hanson
E. High Density Polyethylene (HDPE)
i. AWWA: C906, PE 3408, Minimum DR11, Pressure Class 160
ii. Manufacturers
a. Uponor EIT
7.5.02 Fittings: (Bends, Crosses, Tees and Grade-Lok Offset Glands), Ductile Iron Only
A. AWWA: C-110
B. AWWA: C-153 Compact
C. Manufacturers:
i. Griffin Pipe Products
ii. Tyler Pipe and Foundry Utilities
iii. U.S. Pipe and Foundry Company
iv. Sigma Corporation
v. Star Pipe Products, Inc.
vi. Pipeline Components, Inc.
vii. Star Pipe
viii. Sigma
7.5.03 Couplings (Transition or Straight), Non -Restrained -
A. Low -alloy or stainless steel bolts and nuts; outside finish - heat fused nylon coating or fusion
bonded epoxy coating; standard length body.
B. Manufacturers
L Romac -
ii. Ford
iii. Smith Blair (Rockwell)
iv. Dresser_,
v. JCM Industries
�I
l_
72 Section 7
f
Design Standards and Specifications For Water and Sewer
_
Approved Materials List
7.5.04
Water Valves
A.
Outside finish: heat fused nylon coating or fusion bonded epoxy coating.
I_ B.
Body and Disk: Ductile Iron or Cast Iron
7.5.05
Resilient Seat Gate Valves, 2-inch through 12-inch
A.
AWWA C509 and C515
B.
Manufacturers
i. Mueller
ii. M & H Model 3067
iii. Darling
iv. American AVK
v. EJIW
vi. Clow
7.5.06
Butterfly Valves — 16-inch and Greater, with gearing if required by manufacturer
A.
AWWA C504
B.
Manufacturers
i. Mueller
s
ii. DeZurik
iii. M & H
L 7.5.07
Fire Hydrants
A.
AWWA C502
B.
Hydrants shall be ordered factory painted orange
C.
Manufacturers
i. Mueller Centurion
ii. Clow Medallion
iii. M & H Style 129-09
iv. American Darling Model B-84-B
7.5.08
Meter Setters, 2-inch
A.
Ball valve inlet and outlet, 15 inch height, FIP
' B.
Manufacturers
i. Ford
ii. Mueller
iii. A. Y. McDonald
7.5.09 Corporation Stops: 3/4-inch through 1-inch
A. AWWA/CC taper by copper flare, Ball Valve
B. Manufacturers
i. Ford
ii. Mueller
iii. A. Y. McDonald
Section 7 73
Design Standards and Specifications For Water and Sewer
Approved Materials List
7.5.10 Corporation Stops: 1-1/2-inch through 2-inch
A. AWWA/CC taper, IP thread, Ball Valve
B. Manufacturers
i. Ford
ii. Mueller
iii. A. Y. McDonald
7.5.11 Compression Fittings
A. Manufacturers
i. Ford
ii. Mueller
iii. AY McDonald
7.5.12 Tapping Sleeves
A. Stainless Steel Sleeves with Stainless Steel or Carbon Steel Flange
i. Epoxy coated with stainless steel bolts and nuts
ii. Manufacturers
a. Smith Blair #662
b. JCM Industries #469
c. ROMAC #SST
d. Ford FTSC (4-inch through 30-inch) w/SS bolts
B. Resilient Seat Wedge Tapping Valves
i. AWWA C509
ii. Manufacturers:
a. American
b. Mueller
c. Clow
d. M & H
e. U. S. Pipe
f. EIIW
7.5.13 Air Release Valves
A. Manufacturers
i. APCO
ii. Crespin
iii. ARI
7.5.14 Precast Concrete Vaults, HS-20 Rated
A. Manufacturers
i. Hanson Pipe and Products
ii. Vaughn Concrete Products
r
74 Section 7 ,
Design Standards and Specifications For Water and Sewer
-
Approved Materials List
-
7.5.15
Water Meter Boxes/Vaults
A.
Manufacturers
i. Hi -Density Polyethylene Plastic Box
a. Brooks Products 2200 Series
ii. Heavy Duty HS-20 Rated
a. EJIW
7.5.16
Valve boxes
A.
Cast -Iron Slip type only
i. Manufacturers
a. Sigma
b. Star Pipe
c. EJIW
7.5.17
Copper Tubing, ASTM B88
A.
Type K (Soft) 3/4-inch and 1-inch Service Lines
B.
Type K (Hard) 2-inch and 3-inch Service Lines
7.5.18
Service Saddles
A.
3/4-inch through 1-inch
L Double strap, Ductile Iron body
ii. AWWA Corporation Stop threads
iii. Manufacturers
a. Ford
b. Mueller
c. Smith -Blair
d. Romac Industries, Inc.
e. JCM Industries
B.
1-1/2 inch through 2-inch
L Double strap, Ductile Iron body
ii. Iron Pipe threads
iii. Manufacturers
a. Ford
b. Mueller
'
c. Smith -Blair
i
d. Romac Industries, Inc.
i
e. JCM Industries
7.5.19
Pipe Restraints
A.
Must Be UL Listed and FM Approved
I
E,
C
B.
ASTM F1674
C.
Manufacturers
L EBAA Iron, Inc.
ii. Star Pipe Products, Inc.
`
Section 7
75
Design Standards and Specifications For Water and Sewer
Approved Materials List
iii. Ford
iv. Sigma
v. Romac
vi. Smith -Blair
7.5.20 Flushing Hydrants
A. Below Grade
i. Manufacturer
a. Kupferle'
B. Above Grade
i. Manufacturer
j
a. Kupferle
7.5.21 Sampling Stations
A. Manufacturers
i. Kupferle
'
7.5.22 Casing Spacers
A. Manufacturers
i. Advance Products
ii. Cascade
iii. PSI
�•
iv. BMW
V. Culpico
vi. CCI Pipeline
_
7.5.23 Double Check, Double Detector Check and Reduced Pressure Principle Devices
A. American Society of Sanitary Engineering Seal Approval
B. Call City of Lubbock backflow coordinator at (806) 775-2589 for specific applications.
i. Manufacturer
a. Watts
b. Febco
c. Ames
d. Wilkins
7.5.24 Backflow Preventer Box
A. Polyester or Aluminum Enclosure, Heated and Insulated ASSE 1060
B. Manufacturers
i. Safe-T-Cover
ii. EZ Box Model HEz
iii. Hot Box
7.5.25 Threaded Gate Valve, 1-inch and Smaller
A. Bronze Body and Gate, NRS with stainless steel handle
i. Manufacturers
76 Section 7
I
Design Standards and Specifications For Water and Sewer
Approved Materials List
1
a. Stockholm
b. Nibco
7.5.26 Waterline Marker
i. Manufacturers
a. Carsonite International
b. Blackburn
7.5.27 Fire Hydrant Raised Pavement Marker
i. Manufacturer
a. Stimsonite Model 80
7.6 Sanitary Sewer System
7.6.01
Gravity Sewer Pipe
A.
Polyvinyl Chloride (PVC) Pipe
i. 6-inch thru 15-inch: ASTM D3034, Minimum Class SDR 35
ii. 18-inch thru 48-inch: ASTM F679, wall thickness T-1
iii. Fittings ASTM D1784
iv. Gaskets ASTM F477
v. Manufacturers
a. Certainteed Corporation
b. JM Eagle
c. National e Pipe and Plastics Ever -Green Sewer Pipe
P
-
d. North American Pipe ASTM D3034
e. Diamond Plastics
f. Plastic Trend (Fittings Only)
g. Multi Fittings (Fittings Only)
h. VINYL Plex (Fittings Only)
i. GPK (Fittings Only)
j. Harco (Fittings Only)
B.
PVC Corrugated Sewer Pipe with a Smooth Interior
i. ASTM F949, ASTM F794
ii. Manufacturer
a. Diamond Plastics
C.
High Density Polyethylene (HDPE)
i. ASTM F714
ii. Manufacturers
a. Chevron
b. Plexco
c. JM Eagle
D.
Ductile Iron (DIP)
i. AWWA C151 Minimum Thickness Class 50 with Sewer Gas Resistant Interior Lining
ii. Manufacturers
Section 7
77
Design Standards and Specifications For Water and Sewer
Approved Materials List
a. Griffin Pipe Corporation
b. U.S. Pipe and Foundry Company
c. American Ductile Iron Pipe
l
N
d. McWane
E.
Steel Reinforced Polymer Concrete
L ASTM D6783
ii. Manufacturers
a. U. S. Composite Pipe
F.
Polypropylene Corrugated Dual Wall and Triple Wall
L 12-inch thru 30-inch: ASTM F2736
ii. 30-inch thru 60-inch: ASTM F2764
.a
iii. Manufacturer
a. ADS Sanitite HP
7.6.02
Pressure Sewer Pipe
A.
Ductile Iron (DIP)
L Minimum Thickness Class 50 with Sewer Gas Resistant Interior Lining
ii. Manufacturers
a. Griffin Pipe Corporation
b. U. S. Pipe and Foundry Company
c. American Ductile Iron Pipe
B.
Polyvinyl Chloride (PVC)
i. AWWA C900 Minimum Class DR14
a. Manufacturers
(1) North American Pipe
(2) Diamond Plastics
(3) JM Eagle
ii. 4-inch thru 21-inch SDR26 Class 160
a. Manufacturers
(1) North American Pipe
(2) Diamond Plastics
(3) JM Eagle
C.
High Density Polyethylene (HDPE)
L AWWA: C906, PE3408, Minimum SDR11, Pressure Class 200
ii. Manufacturers
a. Chevron
b. Plexco
c. JM Eagle
7.6.03 Manholes 1
A. Precast Concrete'
i. ASTM C478, with Rubber O-Ring Gaskets
ii. Manufacturers
a. Vaughn Concrete Products
78 Section 7
Design Standards and Specifications For Water and Sewer
Approved Materials List
b. Hanson
B. Glass -Fiber -Reinforced Polyester Manholes, Wetwells and Manhole Liners
i. ASTM D3753
ii. Manufacturer
a. LF Manufacturing
b. Containment Solutions
7.6.04 Manhole Frames and Covers
A. ASTM A48, Class 356, AASHTO M-306
B. Standard Solid Cover
i. Manufacturers
a. East Jordan Iron Works
C. Watertight Frame and Cover
i. Manufacturers
a. East Jordan Iron Works
b. Rexus
7.6.05 Manhole Coatings, HDPE
A. Manufacturers
i. Raven
ii. Tnemec
7.6.06 Gaskets and Flexible Manhole Connections
A. Flexible cast -in -place seal or flexible boots installed with hydraulic pressure after manhole
manufacture. Manhole openings shall be made by hole -formers inserted during manufacture.
B. Manufacturers
i. Press -Seal Gasket Corp.
ii. A-Lok
iii. International Precast Supply
iv. NPC
7.6.07 Internal Chimney Seals
A. ASTM C923
B. Manufacturers
i. NPC
ii. Cretex
7.6.08 Manhole Joint Seals
A. 0-ring gaskets meeting ASTM C443 and ASTM C1628.
7.6.09 Manhole Joint Wrap (in addition to 0-ring specified above)
A. Manufacturers
i. Ram Nek
7.6.10 Manhole Joint Sealers
Section 7
79
Design Standards and Specifications For Water and Sewer
Approved Materials List
A. Butyl Mastic
B. Manufacturers
i. Ram Nek
7.6.11 Inflow Prevention Device
A. Non -Corrodible with self cleaning gas relief and vacuum relief valves
B. Manufacturers
i. L.F. Manufacturing Inc. - Rain Guard
ii. No Flow In Flow
iii. The Man Pan
iv. Southwestern Packing and Seals, Inc. - Rainstopper
7.6.12 Polyethylene Slope Adjusting Ring
A. ASTM D1248
B. Manufacturers
i. Ladtech
7.6.13 Saddles
A. Manufacturer
i. NDS
7.6.14 Cleanout Cover
A. Manufacturer
i. East Jordan Iron Works
7.6.15 Valves — Must Be Approved for Use in Wastewater Application
A. Plug, Full Port
i. Manufacturers
a. DeZurik
B. Resilient Seat Gate
i. AWWA C509
ii. Manufacturers
a. Mueller
b. U.S. Pipe
c. M & H
d. American Flow Control
e. Clow
C. Swing Check
i. Manufacturer
a. Golden Anderson
b. Val-Matic
c. M & H
80 Section 7
Design Standards and Specifications For Water and Sewer
Approved Materials List
7.6.16 Backwater Valve for Manhole Vent
A. Manufacturer
i. Josam
7.6.17 Sewage Combination Air/Vacuum Valve
A. Manufacturers
i. APCO/Willamette
ii. Golden Anderson Industries
iii. ARI
7.6.18 Sanitary Sewer Marker
A. Manufacturers
i. Carsonite International
ii. Blackburn
7.6.19 Lateral Backwater Valve
A. Diaphram Operated Stainless Steel Knife Valve ASME AI 12.14.1
B. Manufacturer
i. Smith Floodgate
ii. John Stephens
iii. Plastic Trends
7.7 Water and Sanitary Sewer Systems
7.7.01 Modular Wall Seal
A. EPDM with stainless steel nuts and bolts
B. Manufacturer
i. Thunderline
ii. Pipe Seal
iii. Link Seal
7.7.02 Vault Doors
A. Type K heavy duty aluminum double leaf door, H-20 rated
B. Manufacturers
i. Bilco
ii. Halliday
Section 7 81
Design Standards and Specifications For Water and Sewer
Approved Materials List
82
Section 7
i
Design Standards and Specifications For Street Construction
Street Specifications
SECTION 8
STANDARD SPECIFICATIONS FOR STREET PAVING CONSTRUCTION
8.1 General
8.1.01 The construction and materials for any City of Lubbock Public Works Engineering paving or
drainage improvements project shall conform to the following specifications and associated
plan sheets.
A. Any construction or materials failing to meet the requirements of these specifications or the
plan sheets shall be removed and replaced at the Contractor's own expense.
B. No consideration will be given to requests for reduced payments for construction or materials
not in conformance with these specifications and the plan sheets.
8.1.02 The Engineer may require certificates from manufacturers certifying that materials or
equipment to be incorporated into the work meet these specifications.
A. Material Safety Data Sheets (MSDS) shall be required on all materials.
B. All materials or equipment shall be subject to approval by the Engineer before being
incorporated into any project.
C. After approval, the source and/or character of materials shall not be changed without written
authorization by the Engineer.
8.1.03 The term Engineer used in these specifications may refer to the City of Lubbock City
Engineer or an individual designated by the City Engineer to administer these specifications
and associated plans.
8.1.04 Streets to be constructed in a location where the traffic is expected to consist of an
unusual number of trucks or other heavy vehicles shall have an approved pavement
structure design specific to that loading condition.
8.1.05 All construction covered by these specifications shall be in compliance with the City of
Lubbock Code of Ordinances, Chapter 30 Lakes and Water Ways, Chapter 36 Streets,
Sidewalks, and Other Public Ways, Chapter 38 Subdivisions, and other chapters as
applicable.
8.1.06 Any references to these specifications, ASTM, AASHTO, TxDOT, or other designated tests,
procedures, quality standards, or requirements which are included in these specifications
or any associated plans shall be the latest edition and revision thereof.
A. When information indicated on plan sheets is in conflict with these specifications, the
information on the plans shall govern.
8.2 Testing and Inspection ,
8.2.01 All work shall be inspected and tested by a representative designated by the Engineer, who
shall have the authority to halt construction when, in their opinion, construction is being
performed contrary to these specifications or associated plans.
A. Whenever any portion of these specifications or associated plans is violated, the Engineer may
order that portion of construction that is in violation to cease until such violation is corrected.
Section 8 83
Design Standards and Specifications For Water and Sewer
Street Specifications '
8.2.02 Contractor shall cooperate with the Engineer in providing for sampling and testing
'
P 9 P 9 P 9 9
procedures.
A. In the event City tests indicate out of specification materials, additional tests may be provided
by the contractor at their own expense.
B. Conflicting tests provided by the contractor will not automatically be considered as compliance
with specifications, but will be considered only as additional information to be used by the
Engineer to determine the compliance of the material or construction in question.
8.2.03 The testing and inspection provided by the City is intended only to verify that materials and
construction comply with plans and specifications. The City's testing and inspection efforts
are not intended to replace the contractor's responsibility to comply with the specifications.
A. With respect to new material sources, or where the City lab has determined materials or
construction do not comply with these specifications, the City will not re -test until the
contractor has provided their own testing to demonstrate the materials and construction are
in compliance with the plans and specifications.
8.2.04 Upon completion of construction, the City will apply sufficient water to all paving
improvements within the project to ensure all surfaces meet drainage requirements and
are in compliance with these specifications.
8.3 Notification of Property Owners
8.3.01 The contractor shall be responsible for maintaining positive communication with adjacent
property owners.
8.3.02 The contractor shall provide two days notice to all affected property owners with respect to
pending construction, and restriction of access or driveway locations.
8.4 Protection of Utilities and Irrigation Systems
8.4.01 The plans show only approximate locations of utilities as obtained from various utility
companies.
A. It is not implied that all utilities or their accurate locations are shown on the plans.
8.4.02 It is the contractor's responsibility to become familiar with all utilities and locations
A. The contractor shall comply with all laws, ordinances, and regulations with respect to utility
notification and protection, including Underground Facility Damage Prevention Notification
Centers.
B. The contractor shall call DIG TESS (1-800-344-8377) and provide sufficient time for all utilities
to be identified prior to construction.
8.4.03 On all projects the contractor shall exercise care not to damage any sanitary sewer pipe,
manholes, storm sewers, water lines, valves and boxes, communication cables, power
cables, gas lines, nor any other pipe or utility. The contractor will be responsible during
the construction period for damages to any utilities.
8.4.04 Irrigation systems affected by construction shall be properly repaired by a licensed l
irrigator, with materials equal to the existing system, and in compliance with current
applicable codes. The repairs shall be pressure tested to the satisfaction of the Engineer
prior to being covered. 13
84 Section 8 1.1
Design Standards and Specifications For Street Construction
Street Specifications
8.5 Water for Construction
8.5.01 The City will not furnish water at no charge for construction purposes.
A. To use City water for construction the contractor shall acquire a water meter for use on a City
fire hydrant, and will be charged the applicable rate for the quantity of water used.
B. The contractor shall contact Lubbock Power and Light Customer Service Department and
establish a utility account.
C. The contractor must pay the current deposit for a fire hydrant meter.
D. Once an account is established and the deposit is paid, the contractor may pick up a meter
from the City Water Department at 600 Municipal Drive.
8.5.02 Fire hydrants shall be operated only by use of an approved fire hydrant wrench. No pipe
wrenches, or other unapproved devices, shall be used to open and close a fire hydrant.
8.5.03 For top loading trucks or containers the contractor shall provide a back flow prevention
assembly on the discharge side of the meter.
A. The backflow prevention assembly shall be in the form of two spring loaded ball check valves.
B. When filling the truck or container there shall be an air gap of at least two times the opening
diameter of the truck or container.
8.5.04 For bottom loading trucks the contractor shall provide a Reduced Pressure Zone (RPZ) type
backflow prevention assembly.
A. All RPZ type back flow prevention assemblies must be tested and the test results approved by
the City prior to use. The test results shall be sent to the City of Lubbock Public Works
Department, Meter and Customer Service Supervisor for approval.
8.5.05 In accordance with City of Lubbock Ordinance No. 10208 "Pertaining to Backflow
Prevention", City representatives are authorized to suspend water use from a fire hydrant
by a contractor until the proper and correct backflow prevention devices are installed.
8.6 - Street Crown Elevations
8.6.01 All street paving shall incorporate a centerline crown at the following listed elevation unless
otherwise indicated on plans, or as directed by the Engineer:
22 feet
0.32 feet
24 feet
0.35 feet
26 feet
0.37 feet
28 feet
0.40 feet
30 feet
0.42 feet
32 feet
0.45 feet
36 feet
0.50 feet
42 feet
0.57 feet
46 feet
0.62 feet
52 feet
0.69 feet
64 feet
0.85 feet
66 feet
0.86 feet
86 feet
1.14 feet
ISection 8 85
Design Standards and Specifications For Water and Sewer
Street Specifications
88 feet 1.15 feet
A. The widths listed above refer to the total proposed future full width of street. t
B. Where there is a difference in elevation between top of opposite street curbs, the crown
elevation shall be adjusted such that the cross slopes are 2.0% minimum and 4.0%
maximum.
8.7 Concrete
8.7.01 These specifications shall govern Portland cement concrete used for curb and gutter, valley
gutters and fillets, alley paving, sidewalks, street paving, curb ramps, medians, and
drainage improvements.
A. The concrete shall be produced at a Ready -Mix Concrete Batch Plant conforming to ASTM L
C94.
B. The concrete shall be transported to the project location in approved Revolving Drum Agitator (�
Trucks, and shall be placed within one hour of mixing time. The concrete shall be
continuously mixed during transit.
C. No more than eight yards of concrete shall be loaded in a Revolving Drum Agitator Truck and
transported to the job site. Loads in excess of eight yards will be rejected and shall be
removed from the job site.
D. No patching of any nature shall be allowed in repairing any damage to concrete
improvements. Where damage occurs, the section shall be removed to the nearest joints and
shall be replaced with new construction. Small cracks with no evidence of displacement may
be repaired with epoxy, only where approved by the Engineer.
E. All concrete shall have 5 percent, minus 1.5 percent to plus 3 percent, air entrainment in
conformance with ASTM C260.
F. When delivered to the jobsite, each truck shall provide the load ticket indicating weights of all
concrete ingredients, including cement, aggregates, water, and admixtures.
8.7.02 Classification
A. The following City of Lubbock classes of concrete shall be used:
Curb and gutter, sidewalks, curb ramps, drainage channels,
A medians, inlet boxes, headwalls, junction boxes, driveways, and
retaining walls.
B Valley gutters and fillets alley returns and alley paving.
C Concrete street pavement.
D Utility encasements
E Fast setting concrete pavement such as "Fast Track" Concrete
Pavement or, otherspecial design.
8.7.03 Mix Design
A. Thirty (30) days prior to beginning any concrete construction the contractor shall submit the
concrete mix design to the Engineer for approval.
L The following shall be submitted to the Engineer for review:
a. Test certificates from an approved commercial testing laboratory on all proposed
aggregate.
86 Section 8
' Design Standards and Specifications For Street Construction
Street Specifications
(1) Certificates shall indicate material source, gradation, and loss from 5 cycle
Magnesium Sulfate test not to exceed 18 percent.
b. Mix design based on water -cement ratio.
c. Results of compression tests in conformance with ASTM C 39 and/or flexural tests in
conformance with ASTM C78, made by an approved commercial testing laboratory.
(1) Tests shall be made on 6 cylinders and/or 6 beams at curing times appropriate to
the class of concrete.
ii. The Engineer will approve or reject the mix design and materials based on these
submittals.
iii. Mix design approval shall be subject to additional testing during construction.
B. Mix designs for various classes of concrete shall conform to the following:
A
5.0
0.40 — 0.60
5
B
5.5
0.40-0.60
5
C
6.0
0.35-0.45
3
D
4.5
0.40 — 0.60
5
E
As Required forspecific cure time and strength.
i. New mix designs shall be submitted annually, or when material properties or sources
change.
8.7.04 Strength Requirements
A. The various classes of concrete shall conform to the following minimum strengths in pounds
per square inch (psi) as determined by the average of two test cylinders or beams:
B. When cores are subsequently used to prove compressive strength where test cylinders
indicate failures, the cores shall be tested in accordance with ACI C42.
C. In such cases, the required compressive strength shall be increased by 10%.
8.7.05 Cement
A. Cement shall be Type I, Type II, or Type III cements, conforming to ASTM C150 "Standard
Specification for Portland Cement".
B. The contractor shall notify the Engineer prior to any changes of the cement supplier or source
during construction. The Engineer may require a new mix design if changes of supplier or
source occur.
8.7.06 Aggregate
A. Concrete aggregate shall consist of natural, washed and screened sand, and washed and
screened gravel or clean crushed stone conforming to ASTM C33.
Section 8 87
r
Design Standards and Specifications For Water and Sewer
Street Specifications
B. All aggregate shall be free of injurious amounts of clay, soft or flaky materials, loam, organic
impurities, or other deleterious materials.
C. Fine aggregate shall be graded from fine to coarse and shall conform to ASTM C136.
i. The gradation for fine aggregate shall meet the following requirements:
Retained on 3 8" Sieve
0
Retained on No. 4 Sieve
0-5
Retained on No. 16 Sieve
20-55
Retained on No. 30 Sieve
45-75
Retained on No. 50 Sieve
70-90
Retained on No. 100 Sieve
T7 98-100
D. Coarse aggregates shall be well graded from coarse to fine with a maximum size of 1-1/2
inches, and shall conform to ASTM C136.
i. The gradation for coarse aggregate shall meet the following requirements:
1 �� r11I�tf►
i�l` j19
Retained on 1-3/4" Sieve
0
Retained on 1-1 2" Sieve
0-5
Retained on 3 4" Sieve
10-40
Retained on 1 2" Sieve
40-75
Retained on No. 4 Sieve
95-100
E. Coarse aggregate for Class C or E concrete shall be crushed limestone (Brownwood type or
equivalent). Crushed gravel will be allowed if on the TxDOT Quarterly Monitoring Program, or
if specifically approved by the engineer.
F. Aggregate Quality Requirements shall comply with TxDOT Item 302 as follows:
Deleterious Material
2.0%
Decantation
1.5%
Flakiness Index
17
Magnesium Sulfate Soundness
25%
G. Stockpiles shall be protected from dusty conditions by drift fences or other methods approved
by the Engineer.
i. Stockpiling methods used shall not allow aggregate to roll down the slope as it is
added to existing stockpiles.
ii. Stockpiles shall be built in layers of uniform thickness.
iii. Equipment shall not be permitted to operate over the same lift repeatedly.
8.7.07 Flowable Fill
A. Flowable fill shall consist of a concrete mixture of pea gravel and sand with a cement content
of 1-1/2 sacks per cubic yard.
B. Flowable fill may be used for backfill in all utility ditches within the right of way, and other
areas as specified.
C. Flowable fill used for repair of utility ditches in existing paved streets shall be placed from the
top of the utility line to the bottom of the paving surface. Use of concrete in place of flowable
88 Section 8
Design Standards and Specifications For Street Construction
Street Specifications
fill is not acceptable, and if used in place of flowable fill shall be removed by the contractor at
his expense.
8.7.08 Water
A. Water shall be clean, clear, free from oil, acid or organic matter and free from injurious
amounts of alkali, salts, or other chemicals and shall conform to AASHTO T26.
8.7.09 Admixtures
A. Admixtures may be applied to the concrete mix design when approved by the Engineer to
achieve any desired special properties. Chemical admixtures shall conform to ASTM C494.
Chemical admixtures shall not be used as a substitute for Cement.
B. Mineral admixtures such as Class C Ash and Natural Pozzolans in conformance with ASTM
C618 may be used with Types I, II, and III Portland Cement.
C. When fly ash is permitted to be used, "cement" in relation to mix design shall be defined as
"cement plus fly ash".
i. Fly ash may constitute a maximum of 30 percent by weight of the cement.
8.7.10 Reinforcing Material
A. All concrete shall incorporate reinforcement as follows:
i. Curb and Gutter - None
ii. Street Paving, Valley Gutters, Commercial Driveways, Drainage Channel, and Sidewalk
crossing commercial driveways - As indicated on the plans or a minimum of #4
deformed steel bars 12 inches on center both ways if not specified on plans.
iii. Alley Paving - No. 6 deformed steel bars on both edges as indicated on detail sheets
and either 6" x 6" - 6 gauge welded wire fabric or #4 deformed bars 12 inches on
center both ways.
iv. Alley Returns - #4 deformed steel bars 12" on centers both ways, or 6" x 6" - 6 gauge
welded wire fabric
v. Sidewalk, Driveways (other than commercial), and Wheelchair Ramps - Fiber
reinforcement, or as indicated on plan sheets or as required by the City of Lubbock
Building Official.
B. Steel
i. All steel reinforcing materials shall be securely held in proper position with devices
appropriate to the type of reinforcement used, subject to approval by the Engineer.
ii. Wire mesh shall conform to ASTM A185, and shall be 6"x 6" - 6 gauge welded wire
fabric as specified.
iii. Reinforcing bars shall be grade 60 (60KSI), open-hearth, basic oxygen or electric
furnace new billet steel manufactured in accordance with ASTM A615 and ASTM A305.
a. Steel reinforcing materials stored at any location shall be protected from
accumulations of grease, mud or other foreign matter, and rust producing materials.
b. When incorporated into construction, steel reinforcement shall be free from rust,
scale, oil, mud, and structural defects.
iv. Dowels for slip joints shall be smooth plain round bars free from burrs, rough surfaces,
and deformations. Caps, sleeves, or wrapping shall be as indicated on plan sheets.
v. Chairs shall be used to support the reinforcing steel in the correct position while
concrete is being placed. Chairs shall be made of plastic (preferred) or steel, and shall
be of adequate size to positively hold the reinforcing materials in position.
Section 8 89
Design Standards and Specifications For Water and Sewer
Street Specifications
C. Fiber
a. Fiber reinforcement may not be used in place of steel reinforcement.
b. Fiber reinforcement shall be either 100% virgin polypropylene, collated, fibrillated
fibers specifically manufactured for use as concrete reinforcement, containing no
reprocessed olefin materials, or steel fibers.
c. The quantity of fiber reinforcement used shall be 1.5 pounds per cubic yard, or as
recommended by the fiber manufacturer.
d. The physical characteristics on the fiber shall be as follows:
Specific Gravity
0.91
Tensile Strength
70,000 psi to 110,000 psi
Length
3 4 inch
8.7.11 Joints
A. Curb and gutter (Class A concrete) shall be constructed with an expansion joint at the tangent
point of each return at intersections and at intervals not more than 40 feet between the
intersections.
i. The 40 foot intervals may be omitted for machine placed curb and gutter.
ii. Construction joints formed by removable metal templates accurately shaped to the
cross-section of the curb and gutter shall be located at the midpoint of each section
between expansion joints, or as directed by the Engineer.
iii. Tooled contraction joints, cut at least one quarter the concrete depth, shall be placed
at 10 foot intervals.
B. Alley paving (Class B concrete) shall be constructed with an expansion joint at each cold joint.
i. Tooled contraction joints, cut 3/4 inch wide 1-5/8 inch deep, shall be placed at 13 foot
intervals.
ii. Alley paving contraction joints shall be sealed with an elastomeric sealer.
C. Street Paving (Class C or E concrete) shall be constructed with contraction and expansion
joints as indicated on plan and detail sheets.
i. Unless otherwise specified, the joints shall be sawed 1/2 inch wide and to depth equal
to 1/4 of the pavement thickness plus one half inch.
ii. Joints shall be saw cut within 12 hours of placement of the concrete paving.
iii. The joints shall be sealed with an elastomeric sealer
D. Valley gutters and fillets shall be constructed with tooled construction joints.
i. Joints shall be sealed with an elastomeric sealer.
ii. Joints shall be cleaned thoroughly with high pressure air prior to installation of any
sealing materials.
E. Joint Sealing Materials
i. Bituminous premolded expansion joint material shall conform to ASTM D1751 and shall
be placed as indicated on plan sheets or elsewhere in these specifications.
a. Expansion joint material shall be placed full depth of the concrete slab.
ii. Elastomeric sealant for contraction joints shall be, or shall be equivalent to,
W.R.Meadows "SOF-SEAL", W.R. Meadows #158 cold applied, or "GARDOX" as
required by plan sheets.
a. Hot poured sealant for joints between Portland cement concrete and Bituminous
concrete shall conform to ASTM D3405.
90 Section 8
U
l�
` - Design Standards and Specifications For Street Construction
Street Specifications
b. Hot poured joint sealant for all other joints in Portland cement concrete pavement,
shall conform to ASTM D3406.
c. Cold poured joint sealant shall conform to ASTM C920.
iii. Elastomeric joint sealant shall be mixed and applied in accordance with the
manufacturer's recommendations.
a. Prior to application, joints shall be cleaned by sandblasting and otherwise prepared
so that the sealant adheres to the surfaces to form an effective seal against moisture and
solid particles.
b. The sealant shall be a soft, highly flexible, rubber like material after curing which
shall not track, flow, crack, or break when exposed to hot and cold temperature
extremes typical of local conditions.
iv. Backer rod used with elastomeric sealant shall be 25 percent greater in diameter than
the joint width. It shall be made of polyethylene foam or other material as
recommended by the sealant manufacturer.
a. Compression of the backer rod material shall be approximately 25 percent shrinkage
at 8 psi applied stress.
b. The material shall not melt, shrink, evaporate, or absorb water, and shall be
compatible with the application of the sealant to be used.
8.7.12 Curing Compounds
A. All fresh concrete surfaces shall be completely painted with a liquid membrane forming curing
compound and the application shall conform to DMS - 4650 and TxDOT Item "Concrete
Structures - Curing Materials".
B. No other methods of moisture retention on fresh concrete shall be used unless specifically
approved by the Engineer.
8.7.13 Forms
A. Forms for curb and gutter, paving, and flatwork may be of wood or metal, of a section
satisfactory to the Engineer, straight, free of warp, and of a depth equal to the depth of the
concrete section formed.
B. Forms shall be constructed accurately to the line and grade as established in the field, shall be
adequately braced so that they will not move during the placing of the concrete, and shall
remain in place at least 12 hours after placing of the concrete.
C. Forms shall be treated with a light oil or release agent before each use, and forms which are
to be re -used shall be cleaned immediately after each use and maintained in good condition.
D. Curb forms shall be such that the face of the curb can be formed by use of a face form held in
place by steel templates.
E. Forms used for curb radii shall meet all of the above specifications, except that face forms on
curb radii may be omitted if a true section and an accurate flow line can be obtained by other
methods approved by the Engineer.
F. In no case will concrete placement be started without the approval of the Engineer.
G. No forms shall be placed until the subgrade is within one inch of its finished grade.
H. Forms for paving slabs may be used as a guide for screeding.
I. Where longitudinal construction joints are required, the form shall be so constructed as to
provide an approved load transfer mechanism in the face.
Section 8 91
Design Standards and Specifications For Water and Sewer
Street Specifications
92
8.7.14 Placing and Finishing Concrete
A. Placing of concrete shall not start before sunrise, and shall stop one hour before sunset.
L Concrete shall be placed as close to its proper location as practical.
'ii. Sufficient concrete shall be placed to allow for shrinkage and extra material for
finishing.
iii. The concrete shall be floated and troweled to the approximate section.
iv. When water is needed for finishing purposes it must be dispensed by a pressurized
canister with a misting nozzle.
B. Removal of face forms and finishing of curb and gutter shall be started only after a partial set
occurs.
i. Only construction approved forms, templates, and tools shall be used to form the
cross -sections indicated on plan or detail sheets.
C. Concrete shall not be placed when the ambient temperature is below 40 degrees F or if
sustained winds are 25 mph or higher as determined by the Texas Tech University Mesonet
sites in Lubbock. If, while placing concrete, -the sustained winds exceed the 25 miles per hour
all placement operations will cease immediately.
i. Concrete shall not be placed on frozen subgrade.
ii. The contractor shall have available sufficient covering material, approved by the
Engineer, to immediately protect concrete should the air temperature fall below 33
degrees F.
iii. This protection shall remain in place as long as the temperature continues below 32
degrees, to a maximum of 5 days.
iv. No salt or other chemical admixtures shall be added to the concrete to prevent
freezing.
D. All concrete placed for pavement shall be consolidated by use of mechanical vibrators
approved by the Engineer and designed to vibrate the concrete internally.
i. Vibrators shall be operated in a manner not to interfere with joints, and shall not come
in contact with forms.
ii. The surface of concrete street paving shall incorporate a tined finish
iii. All other concrete surfaces shall be completed with a light broom finis
iv. When forms are used for concrete paving the forms must stay in place for a minimum
of 12 hours.
v. No equipment shall be placed on concrete until it has reached 75% of the specified 28
day compressive strength.
E. Finished concrete surfaces shall not have irregularities in excess of 1/8 inch when tested with
a 10 foot straightedge using the TxDOT Item 585 Surface Test Type A.
F. Prior to acceptance, the City shall apply sufficient water to all gutters and paving to determine
locations of ponding.
i. Ponded areas deeper than 1/8 inch shall be removed and replaced, or rectified as
directed by the Engineer.
G. Where the surface of T-1 or T-2 thoroughfare paving is noticeably uneven, the City may
require measurement of the ride quality using the TxDOT Surface Test Type B.
i. If the International Roughness Index (IRI) is determined to exceed 65 inches per mile
corrective action shall be performed by diamond grinding, or other methods acceptable
to the Engineer.
ii. If the IRI exceeds 95 inches per mile the pavement shall be removed and replaced.
Section 8
Design Standards and Specifications For Street Construction
Street Specifications
H. Any concrete construction damaged by equipment, tools, vandals, or other influences shall be
replaced at the contractor's own expense.
8.7.15 Tolerance in Elevation and Grade
A. Curb and gutter or other concrete surfaces shall be constructed to the elevations and grades
as indicated on plan sheets. Deviation from elevations indicated on plans resulting in a
longitudinal slope of less than 0.20%, will be considered to be deficient, and shall be removed
and replaced at the correct elevations as indicated on the plans.
8.8 Subgrade and Base
8.8.01 Subgrade
A. Subgrade material for concrete or asphalt construction shall consist of suitable native soil or
off -site soil, free from vegetation or other objectionable matter.
B. All unstable or objectionable material shall be removed from the subgrade and replaced with
approved material.
C. Subgrade material shall be suitable for forming a stable embankment and shall meet the
following requirements:
Liquid Limit
Max 45
Plasticity Index
Min 5; Max 20
Linear Shrinkage
Min 2• Max 10
i. Subgrade material which does not meet the above requirements may be conditioned
by blending with lime, sand or caliche screenings. The conditioning shall produce a
uniform subgrade material which meets all of these specified subgrade requirements.
D. Subgrade Construction
i. All testing of subgrade will be completed prior to any placement of curb and gutter.
Subgrade will be processed the entire width of the roadway including under the curb
and gutter section.
ii. Subgrade shall be prepared in conformance with the lines and grades shown on the
plans, or as directed by the Engineer, by scarifying and compacting to 95 percent, plus
or minus 2 percent of Modified Proctor Density at optimum moisture content, plus or
minus 2 percent.
iii. Subgrade shall be constructed in maximum of 6 inch lifts, and each 6 inch lift tested for
moisture and density.
iv. The total thickness of the subgrade shall be 12 inches minimum for all streets,
regardless of street width or classification.
v. The compaction method for subgrade shall provide for each lift to be compacted to the
specified density using appropriate equipment.
a. After each section of subgrade is complete, moisture/density testing will be
performed by the City of Lubbock inspection staff.
b. At any time the City Engineer may require proof rolling on streets or alleys with a 25
ton pneumatic roller, to test the uniformity of compaction.
c. Rollers will be completely loaded with water or wet sand to ensure they meet the
manufacturer's weight requirements.
vi. All utility ditches shall be determined to be stable prior to construction of subgrade
over such utility ditch.
Section 8 93
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Design Standards and Specifications For Water and Sewer
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c. Base which becomes wet, or otherwise altered, may be subject to retesting and
reprocessing as determined by the Engineer.
vii. The compacted flexible base shall be finished and shaped immediately preceding the
application of the surface treatment
a. All loose or unconsolidated material shall be removed and the surface moistened and
rolled with a steel wheel roller.
b. All irregularities, depressions, or weak spots which develop shall be corrected by
scarifying, adding or removing material as required, reshaping, and recompacting, or
other methods approved by the Engineer.
viii. Special care shall be exercised in grading street intersections where dips or valley
gutters are located so that the cross profiles present a smooth riding surface and so
that the compacted base thickness will not be less than 6 inches, or thickness
otherwise specified by the engineer.
a. Crown section shall begin to transition 30 feet back from the flow line of the dip or
valley gutter.
ix. Any deviation in the surface of the finished base in excess of 3/8 inch from the
established grade or true cross-section, using a 10 foot long straight edge, shall be
corrected as provided above.
x. The compaction method for flexible base shall provide for each lift to be compacted to
the specified density using appropriate equipment.
xi. After each section of subgrade is complete, moisture/density testing will be performed
by the City of Lubbock inspection staff.
a. All irregularities, depressions, weak or soft spots which develop shall be corrected
immediately by the contractor.
G. Rejected Flexible Base Material
i. Rejected material, either from the construction area or delivered to the job site, shall
be dumped on the job site outside the area of construction, and remain there until all
construction is completed.
ii. If it is determined that unapproved material has been incorporated into the
construction, all in place material shall be considered unapproved and shall be
removed.
iii. No payment will be made for rejected material or construction.
8.8.03 Asphalt Stabilized Base (ASB)
A. Asphalt stabilized base shall consist of a uniform mixture of mineral aggregate and asphalt
cement mixed hot in a mixing plant in accordance with these specifications.
i. Caliche is not an acceptable aggregate for ASB.
B. The contractor's plant and equipment are subject to approval by the Engineer, and shall be
appropriate and in suitable condition to produce the base material consistently in compliance
with these specifications.
C. In place compaction control is required for all ASB.
i. Locations of Cores, when required, will be determined by City of Lubbock personnel
and marked
ii. The ASB will be cored by the City inspection staff to determine composition,
compaction, thickness, and density.
iii. The contractor shall replace the pavement removed from core holes at no cost to the
City.
96 Section 8
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Design Standards and Specifications For Street Construction
Street Specifications
iv. ASB found to be deficient in composition, compaction, thickness, or density shall be
corrected at the contractor's expense as directed by the Engineer.
D. ASB Mix Design
i. The contractor shall submit an ASB mix design less than one year old, prepared by a
qualified lab, in compliance with these specifications using approved materials
indicating gradation and optimum asphalt content.
ii. The aggregate mixture shall conform to the following master gradation:
-7_777�s �r�f ,�� �f t
Passing 1" Sieve
98-100
Passing 3 4" Sieve
84-98
Passin 3 8" Sieve
60-80
Passing No. 4 Sieve
40-60
Passing No. 8 Sieve
29-34
Passing No. 30 Sieve
13-28
Passing No. 50 Sieve
6-20
Passing No. 200 Sieve
2-7
a. Design produced Minimum VMA 13.0%
b. Plant produced Minimum VMA 12.0%
iii. Material passing the No. 40 sieve shall be known as "soil binder" and shall meet the
following requirements:
Liquid Limit Max 45
Plasticity Index Max 15
Linear Shrinkage Max 5
iv. The mineral aggregate shall not contain more than 0.5% moisture prior to entering the
pugmill for mixing with asphalt.
v. The mix design shall have optimum asphalt content determined in accordance with
Tex-204-F, with a target lab molded density of 96.5 percent.
vi. Asphalt content of the Job Mix Formula shall not vary during construction from the
design by more than 0.3 percent.
vii. Asphalt for the mixture shall be a performance grade (PG) 64-28, or better.
viii. New mix designs must be submitted annually, or when material properties change.
E. ASB Placement
i. The ASB material shall be placed on the approved prepared surface using an approved
lay down machine.
ii. Asphalt Stabilized Base shall be placed and compacted in 3 inch lifts to form the
specified thickness of compacted base, unless otherwise directed by the Engineer.
a. Prior to placing ASB, the subgrade shall be prepared as previously specified.
iii. The cross-section shall be constructed to form the specified crown on the ASB surface
at the centerline of the street, or as indicated on the plans.
iv. ASB shall not be placed when the air temperature, as reported by the Texas Tech
University Mesonet sites in Lubbock, less than 50 degrees F ambient or 60 degrees
surface temperature.
v. ASB shall be placed at a temperature between 265 and 325 degrees F.
vi. Any ASB material that is above or below the specified temperature range, measured
while passing through the lay down machine, shall be rejected by the Engineer.
j Section 8 97
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Design Standards and Specifications For Water and Sewer
Street Specifications
100
b. Type "D" Fine Graded Surface Course - Street widths 36 feet or less:
Passing
MEMI
1 2" Sieve
98-100
Passing
3 8" Sieve
85-100
Passinci
No. 4 Sieve
50-70
Passing
No. 8 Sieve
35-46
Passing
No. 30 Sieve
15-29
Passing
No. 50 Sieve
7-20
Passing
No. 200 Sieve
2-7
(1) Design Produced Minimum VMA 15%
(2) Plant Produced Minimum VMA 14%
c. HMAC Type is in reference to the ultimate full width street, not half width.
iv. Material passing the No. 40 sieve shall be known as "soil binder" and shall meet the
following requirements:
MENSIONNENNINNEM
Liquid Limit
Max 45
Plasticity Index
Max 15
Linear Shrinkage
Max 5
v. Mineral aggregate shall not contain more than 0.5 percent moisture prior to entering
the pugmill for mixing with asphalt.
vi. HMAC mixture shall consist of a uniform mixture of mineral aggregate and asphalt
material. i
vii. The contractor's materials and mix design shall meet all the performance criteria
addressed in these specifications.
B. Coarse Aggregate
i. Coarse aggregate must be approved for use by the Engineer and must be on the
TXDOT source rating catalog.
ii. Coarse aggregate shall be the material retained on a No. 4 sieve, and shall consist of
clean, washed, tough, durable fragments of crushed stone of uniform quality.
a. Mixing or combining of crushed gravel and crushed stone will not be permitted.
iii. Coarse aggregate shall be crushed to the extent that produces a minimum of 80%
crushed faces for both Type "C" HMAC, and Type "D" HMAC, when tested in r
accordance with Test Method Tex-460-A Part I "Determination of Crushed Face Count". L�
iv. Decantation shall be a maximum of 1.5 percent when tested in accordance with Tex-
217-F.
v. Deleterious materials shall be a maximum of 2.0 percent when tested in accordance I�
with Tex-217-F.
vi. Coarse aggregate shall have a maximum loss of 18% when subjected to 5 cycles of the ,
Magnesium Sulfate Soundness Test ASTM C-88.
vii. The amount of organic matter, clays, loams, or particles coated therewith, or other
undesirable materials shall not exceed 1.5 percent.
C. Fine Aggregate
i. Fine aggregate shall be that part of the aggregate passing the No. 10 sieve and shall
be of uniform quality throughout.
ii. A maximum of 15 percent of the total virgin aggregate may be field sand or other
crushed fine aggregate.
Section 8
Design Standards and Specifications For Street Construction
�. Street Specifications
iii. Sand which exhibits no variation in particle size shall be limited to a maximum of 7
percent of the total virgin aggregate.
iv. Screenings shall be of the same or similar material as specified for coarse aggregate.
v. Linear shrinkage shall be a maximum of 3 percent.
vi. Mineral filler shall consist of thoroughly dry stone dust, slate dust, Portland cement or
other material dust approved by the Engineer.
a. The mineral filler shall be free of foreign and other injurious matter and shall meet
the following gradation:
D. Asphalt
i. Asphalt shall be a Performance Graded (PG) 64-28, or better, unless otherwise shown
on plans.
ii. The contractor shall notify the Engineer of the source of asphaltic material for approval
prior to production of the asphaltic mixture.
a. The contractor shall notify the Engineer prior to any changes of the asphalt supplier
or source.
b. The Engineer may require a new mix design if changes of supplier or source occur.
iii. Asphalt content shall not vary more than plus or minus 0.3 percent of design during
production
a. Asphalt content within that range is considered to be acceptable if no other defects
are noted, with the requirement that adjustments shall be made during production to
achieve the optimum asphalt content.
b. If the asphalt content falls outside these parameters immediate action is required.
c. If at any time the asphalt content varies to plus or minus 0.5 percent of optimum,
production shall immediately cease and all affected material shall be removed.
d. Production shall not be resumed until the contractor has provided sufficient evidence
of the problem being corrected.
8.9.06 HMAC Placement
A. Prior to production beginning, contractor must submit in writing a job mix formula (JMF) for
the mix design proposed to be run on that project. The JMF will be held to tolerances as
outlined.
B. Prime and Tack Coats
i. Prior to placing HMAC on flexible base, the surface shall be primed, and cured 72
hours, or until determined by the Engineer to be adequately cured, using an application
of 0.20 gallons of asphalt per square yard of surface.
a. The contractor shall strap the asphalt distributor in the presence of the inspector to
verify the application rate.
ii. Before any asphaltic mixture is laid, the surfaces against which the pavement is to be
placed shall be cleaned, primed, and tacked to the satisfaction of the Engineer.
a. The surfaces shall be given a uniform application of tack coat using asphaltic
materials of this specification.
(1) Prime coat will not be used as a tack coat.
I Section 8 101
Design Standards and Specifications For Water and Sewer
Street Specifications
b. The tack coat shall be applied as directed by the Engineer with an approved sprayer.
(1) Mopping or brooming of tack coat is not approved.
c. All contact surfaces of curb and gutter, structures, and joints shall be sprayed with a
thin uniform tack coat.
iii. The prime coat shall be MC 30, and shall be applied in accordance with TOOT Item
310 Prime Coat.
iv. The tack coat shall be an asphalt material such as PG, AC-10.
a. Asphalt materials cut with kerosene, diesel, or other petroleum solvent may not be
used.
C. HMAC Placement
i. Pavement shall only be constructed on previously approved base.
ii. Placing of HMAC shall not start until 30 minutes after sunrise, and must stop and all
equipment off the right of way 30 minutes prior to sunset.
iii. HMAC surface shall not be placed until at least 48 hours after the application of the
prime coat.
iv. Air temperature requirements for placing HMAC shall be as follows:
a. November 1 to April 1
(1) HMAC shall not be placed when the air temperature is below 55 degrees F and
falling.
(2) HMAC may be placed when the air temperature is above 50 degrees F and rising.
b. April 1 to November 1
(1) HMAC shall not be placed when the air temperature is below 50 degrees F and
falling.
(2) HMAC may be placed when the air temperature is above 45 degrees and rising.
v. Air temperature shall be determined by the Texas Tech University Mesonet sites in
Lubbock.
vi. HMAC shall be placed at a temperature between 265 and 325 degrees F.
a. Any HMAC material that is above or below the specified temperature range,
measured while passing through the lay down machine, shall be rejected by the
Engineer.
vii. When high winds occur, contractor must provide a water truck in order to minimize
blowing dust.
a. If the sustained winds reach 25 mph, all concrete and hotmix operations will cease
production immediately.
viii. The asphaltic mixture shall be dumped and spread on the approved prepared surface
using an approved spreading and finishing machine.
a. The material shall be placed in such a manner that when properly compacted the
finished course is smooth, of uniform density, and in conformance with the cross -sections
and grades shown on the associated plans.
b. Wings of the laydown machine may not be dumped unless they are dumped after
everyload.
ix. A level up course 1/2 inch to 1 inch in thickness shall require the use of Type D HMAC.
x. A level up course greater than 1 inch shall require the use of ASB.
xi. When the asphaltic mixture is placed in a small area where use of a finishing machine
is not practical, the contractor may use other methods approved by the Engineer
provided a satisfactory surface can be obtained.
102 Section 8
t
Design Standards and Specifications For Street Construction
Street Specifications
xii. Adjacent to curbs gutters or other flush structures, the surface shall be finished
uniformly high so that when compacted it will be 1/4 inch above the curb or other
concrete surface.
xiii. All joints shall present the same texture, density, and smoothness as other sections of
the course.
a. The joints between old and new pavements or between successive day's work shall
be made to insure a continuous bond between the old and new sections of the course.
xiv. The transverse edges of old pavement and, if required by the Engineer, the successive
day's pavement shall be cut with an approved concrete saw to expose an even vertical
surface for the full thickness of the course.
xv. All contact surfaces of previously constructed pavement shall be painted with a thin
uniform coat of approved tack coat before the fresh mixture is placed.
D. HMAC Compaction
i. HMAC surfaces shall be constructed to the following compacted thickness:
ii. Using appropriate rollers approved by the Engineer, the HMAC surface shall be
compacted thoroughly and uniformly to a density between 93% and 98% (with a
minimum of 80% of the tests to show densities between 94% and 96.5%) of the
theoretical maximum gravity, with a lab molded target of 96.5% using the Texas
Gyratory compaction method.
a. All results will be calculated using the maximum theoretical Rice gravity.
iii. Compaction less than 93 percent or greater than 98 percent will be considered
deficient, and shall be removed and replaced at the contractor's expense.
iv. The contractor shall set rolling patterns using a thin lift nuclear gauge in order to
ensure correct compaction.
v. All roller marks shall be removed and compaction completed prior to the HMAC mixture
cooling below 185 degrees F.
vi. Gasoline, oil, grease, solvents, or other foreign matter shall not be permitted to fall on
the pavement when rollers are in operation or standing.
vii. Places inaccessible to the rollers may be compacted using lightly oiled tamps.
viii. Trenches and other limited areas where required compaction cannot be obtained using
a three wheel roller shall be compacted with a trench type roller.
ix. The surface of the pavement after compaction shall be smooth and true to the
established line, grade, and cross-section.
x. Finished surfaces, including asphalt and concrete, shall not have irregularities in excess
of 1/8 inch when tested with a 10 foot straightedge.
A. Prior to acceptance, the contractor shall apply sufficient water to all paving surfaces,
asphalt and concrete, to determine location of ponding.
a. Ponded areas deeper than 1/8 inch shall be removed and replaced, or rectified as
directed by the Engineer.
xii. Where the surface of T-1 or T-2 thoroughfare paving is noticeably uneven the City may
require measurement of the ride quality using the TxDOT Surface Test Type B.
a. If the International Roughness Index (IRI) is determined to exceed 65 inches per
mile corrective action shall be performed by diamond grinding, or other methods
approved by the Engineer.
I Section 8 103
l_:
Design Standards and Specifications For Water and Sewer
Street Specifications
b. If the IRI exceeds 95 inches per mile the pavement shall be removed and replaced.
E. Emulsified Asphalt Sealer
L All HMAC surface courses shall be sprayed with an emulsified asphalt sealer consisting
of a 15/85 mixture of CSS-11-1, or 20/80 SS-1, liquid anionic asphalt and distilled water.
ii. The emulsified asphalt sealer shall be applied after the HMAC surface has cooled to
below 70 degrees F, and shall be applied at a rate of 0.10 to 0.12 gallons per square
yard of surface.
F. Release Agents
i. Diesel shall not be used as a release agent.
ii. Only approved agents (such as Black Magic or equivalent) will be used.
iii. Diesel will not be permitted to be used on any tools or machinery that comes into
contact with the HMAC.
8.9.07 Sampling of HMAC
A. When sampling HMAC for testing purposes, the City of Lubbock representative will determine
when the sample is taken and will split the sample with the contractor (at the contractor's
request).
B. A "referee" sample will be taken at the same time and held at the city laboratory until all test
results are completed.
C. If the contractor's results differ from the City's results the referee will be utilized and it will be
run at an independent laboratory at the expense of the contractor, at which time all tests are
final.
D. If the contractor does not run quality control samples then no referee will be utilized and the
City of Lubbock test results will be final.
8.9.08 Rejected HMAC Material
A. Rejected HMAC material, either from the construction area or delivered to the job site shall be
dumped on the job site outside the area of construction, and remain there until all
construction is completed.
B. If it is determined that unapproved material has been incorporated into the construction, all in
place material shall be considered unapproved and shall be removed.
C. No payment will be made for rejected material or construction.
8.9.09 Islands In Streets
A. Islands in streets require City Council approval.
i. As a condition of approval, persons requesting approval of islands within a street shall
be required to submit to the City Engineer a street pavement structural design that
exceeds the minimum standard specifications for street paving.
ii. In general that shall mean 8 inch reinforced concrete.
iii. The paving design shall apply to all street paving adjacent to, and 50 feet beyond any
proposed island.
B. The submitted request shall include the proposed pavement design, surface treatment of the
island, types of plant materials, and methods and details of irrigation systems.
104 Section 8
Design Standards and Specifications For Street Construction
__. Street Specifications
. 8.10 Storm Sewer
8.10.01 Storm sewer shall include installation of pipe, manholes, inlet structures, outlet structures,
and all appurtenances associated with these items.
8.10.02 Contractor shall use only materials, tools, methods, and equipment considered standard by
the pipeline construction industry, and approved by the Engineer.
8.10.03 Grade and horizontal alignment shall be maintained using a laser or batter boards.
8.10.04 Materials of Construction
A. Storm Sewer Pipe
i. As a standard, storm sewer shall be constructed using reinforced concrete pipe, either
precast or cast in place.
ii. Pipe shall conform to the requirements of AASHTO M170 or ASTM C76. Pipe shall be
Class III unless otherwise noted on plan sheets.
iii. Other pipe materials may be considered for approval by the Engineer based on
engineering and design criteria.
B. Mortar
i. Mortar shall be used for caulking and filling between pipe and drainage structures.
ii. Mortar shall be composed of 1 part, by volume, of Portland cement and 2 parts of
mortar sand.
a. Portland cement shall conform to the requirements of ASTM C150, Type I.
b. Sand shall conform to the requirements of ASTM C144.
iii. Hydrated lime may be added to the mixture of sand and cement in an amount equal to
15% of the weight of cement used.
a. Hydrated lime shall meet the requirements of ASTM C6.
iv. Mortar which has not been used after 45 minutes of having water added shall be
discarded.
a. Mortar may not be retempered by having water added.
C. Preformed Bituminus Gasket Joints
i. Preformed bituminous gaskets for concrete non -pressure pipe shall conform to the
requirements of Fed. Spec. SS-S-00210 (GSA-FSS), and shall be Ram-Nek or approved
equal.
ii. Gaskets shall be installed in accordance with manufacturer's recommendations and
shall form a water -tight joint.
D. Manholes, Frames, and Covers
i. Manhole barrel, cone and extension sections shall be constructed of precast concrete.
ii. A plant inspection may be required for production facility inspection and to review
record -keeping for material certification.
iii. The manufacturer must provide certification that all materials used for manufacturing
meet with the following ASTM Specifications:
ASTM C33
Aggregates
ASTM C150
Cement
ASTM C39
Samplinq Specimens
ASTM C185
Reinforcin
I Section 8 105
Design Standards and Specifications For Water and Sewer
Street Specifications
ASTM C144 I Sand and Mortar
iv. Precast concrete sections for manholes shall conform to ASTM C478 specifications.
a. Compressive strength test results must verify concrete strengths meet or exceed
4,000 psi.
b. Aggregate shall be crushed limestone and shall conform to ASTM C33 specifications.
v. Joints, excepting grade rings, shall be tongue and groove or an equivalent male and
female type joint as approved by the Engineer.
a. Joints shall be effectively jointed to prevent leakage and infiltration.
b. Connections between wall sections shall be joined with Conseal Joint Sealant or
approved equal to provide a watertight manhole.
(1) Sealant will be provided by supplier and will be considered an essential part of
each shipment.
vi. Cones and adjusting rings shall maintain a clear 24-inch opening.
a. Adjusting rings shall be reinforced with the same percentage of steel as risers and
tops and will also meet ASTM C478 specifications.
b. Adjusting rings, as well as all precast concrete manhole products, shall be smooth,
uniform in size and dimensions, consistent in components throughout and free of voids
or honeycombs.
vii. Manholes shall be designed to withstand H-20 AASHTO loading.
viii. Manholes shall also have lifting holes that do not protrude through manhole wall.
a. One full inch of concrete thickness must remain between lift hole and outside wall of
manhole.
ix. Manhole barrels shall be assembled of precast riser section.
a. Riser sections and top cone sections shall be placed vertically with tongues and
grooves properly keyed.
x. Invert channels shall be smooth and semi -circular in shape conforming to the inside of
the adjacent pipe section.
a. Changes in direction of flow shall be made with a smooth curve of as large a radius
as the size of the manhole will permit.
b. Changes in size and grade of the channels shall be made gradually and evenly. LA
c. Invert channels may be formed directly in the concrete of the manhole base or may
be half -pipe laid in concrete.
d. The floor of the manhole outside the channel shall be smooth and shall slope toward
the channel not less than one inch per foot, nor more than two inches per foot. .
xi. Connections between the riser or base sections and the sewer pipe shall be joined in }
such a manner as to make the manholes watertight.
a. Preformed rubber waterstop gaskets cast into the riser or base section are
acceptable.
b. Preformed flexible plastic sealing compounds equivalent to "Ram-nek" or "Kent Seal'
may be used provided a watertight seal is achieved. i
xii. Adjusting rings may be used for adjusting the top elevation of manholes.
a. Each manhole shall have a minimum of 6 inches of grade adjustment.
b. Total height of the adjusting rings shall not exceed 12 inches at any manhole.
c. Concrete shall be placed around and under the rings to provide a seal and seat the
ring at the proper elevation.
106 Section 8
Design Standards and Specifications For Street Construction
,.- Street Specifications
xiii. Frames and Covers
a. Manhole frames and covers shall be of good quality gray iron casting and conform to
ASTM A48, having a clear opening of not less than 22 inches.
b. The casting shall be designed with a full bearing ring so as to provide a continuous
seat between frame and cover.
c. The cover shall be furnished with lifting ring cast into the cover in such manner as to
prevent water leaking through.
d. Frame and cover shall have a weight of not less than 275 pounds.
e. The manhole ring and cover shall be Western Iron Works #40 or approved equal.
8.10.05 Methods of Construction
A. All equipment necessary and required for the proper construction of storm sewers, manholes
and culverts shall be on the project, in first-class working condition, and approved by the
Engineer before construction is permitted to start.
B. If precast concrete pipe or manhole sections are used, the Contractor shall provide
appropriate hoisting equipment to handle the pipe or sections while unloading and placing it
in its final position without damage to the pipe.
C. The Contractor shall provide hand tampers and pneumatic tampers to obtain the required
compaction of the pipe bed, the manhole bed and the backfill, as specified.
D. Excavation and Trenching
i. The Contractor shall do all excavation to the depth shown on the plans.
ii. Where rock, or soil containing rocks or gravel, hard pan or other unyielding foundation
material is encountered in trench excavation, the pipe shall be bedded in accordance
with the requirements of one of the classes of bedding, and the hard unyielding
material shall be excavated below the elevation of the bottom of the pipe or pipe bell
to a depth of at least 8 inches or 1/2 inch for each foot of fill over the top of the pipe,
whichever is greater, but not more than three -fourths the nominal diameter of the
pipe.
a. The cushion shall consist of a fine compressive material, such as silty clay or loam,
lightly compacted, and shaped as required for the specified class of bedding.
b. The cost of furnishing and placing the cushion material shall be included in the bid
price per linear foot of pipe in place.
c. The bottom of the trench shall be excavated to a horizontal section as far as
practicable.
iii. Excavated material not required or acceptable for backfill shall be disposed of by the
Contractor as directed by the Engineer.
iv. Excavation shall not be carried below the required depth; but when it is, the trench
shall be backfilled at the Contractor's expense with material approved by the Engineer
and compacted to the density of the surrounding earth material as determined by
AASHTO T180.
v. When directed, unstable soil shall be removed for the full width of the trench and
replaced with sand or with approved granular material.
a. The Engineer shall determine the depth of removal of unstable soil and the amount
of backfill necessary.
vi. Backfill shall be compacted and shaped to a firm but slightly yielding condition to form
the bed for the pipe.
vii. Grades for pipe shall be as shown on the drawings. No changes in grade will be made
unless so directed by the Engineer.
Section 8 107
Design Standards and Specifications For Water and Sewer
Street Specifications
viii. The minimum width of the trench at the top of the pipe, when placed, shall be a width
which will permit the proper construction of joints and compaction of backfill around
the pipe.
ix. The sides of the trench shall be vertical, unless otherwise approved by the Engineer.
x. The width of the trench shall provide adequate working room for installation, joining
and proper compaction along both sides of the pipe.
a. Trenches shall conform to the following dimensions, unless otherwise shown on the
Plans:
Less than 18"
Pipe O.D. +12"
Pipe O.D. +18"
18" thru 36"
Pipe O.D. +18"
Pipe O.D. +24"
37" thru 60"
Pipe O.D. + 24"
Pipe O.D. + 30"
b. The width of the trench above the top of the pipe may be as wide as necessary for
shoring, bracing or proper installation of the pipe.
c. Excavation in paved areas shall be confined to a minimum practical width.
xi. The bed for pipe shall be so shaped that at least the lower quarter of the pipe
circumference shall be in continuous contact with the bottom of the trench.
xii. Manholes
a. The excavation for manholes shall be essentially the same as that for the piping.
b. The sides of the excavation shall be vertical unless otherwise approved by the
Engineer.
c. The Contractor shall do such trench bracing, sheathing or shoring necessary to
perform and protect the excavation as required for safety and conformance to applicable
laws and regulations.
d. Bracing, sheathing, or shoring shall not be removed in one operation but shall be
done in successive stages to prevent overloading of the pipe during backfilling
operations.
e. The cost of the bracing, sheathing, or shoring and the removal of same, shall be
included in the unit price bid per foot for the pipe.
xiii. Surface water shall be prevented from entering the excavation.
xiv. Heavy equipment, except for excavating equipment, shall not be operated within 20
feet of the edge of the excavation..
xv. Excavated materials shall be stockpiled no closer than 3 feet from the edge of the
excavation.
E. Pipe Installation
i. Contractor shall provide the appropriate tools and methods to insure installation of the
pipe to line and grade, as shown on the drawings.
ii. Contractor's method for lowering pipe into the trench shall be such that neither the
pipe nor the trench will be damaged or disturbed.
iii. The Engineer shall inspect all pipe before it is placed in the trench.
iv. Any section that is damaged by handling or is defective to a degree which, in the
opinion of the Engineer, will materially affect the function and service of the pipe shall
be rejected and removed from the job site.
v. Installing pipe in the finished trench shall be started at the lowest point and laid
upgrade.
a. For tongue and groove pipe, the grooved end shall be laid upgrade.
vi. The pipe shall be firmly and accurately installed to line and grade so that the invert will
be smooth and uniform.
108 Section 8
Design Standards and Specifications For Street Construction
Street Specifications
vii. The pipe shall be protected from water during placing and until the concrete, for cast -
in -place pipe, or the mortar, for joints of precast or cast in place pipe, has thoroughly
set.
a. The contractor shall provide temporary diversions as necessary to prevent surface
water flow into the excavation.
viii. Pipe shall not be laid or installed on frozen ground.
ix. Pipe which is not true in alignment, or which shows any change in grade after laying or
installing, shall be taken up and re-laid or re -installed without additional compensation.
x. Mortar shall be used for caulking and filling between the pipe and the drainage
structures.
xi. Mortar that is not used within 45 minutes after water has been added shall be
discarded.
a. Retempering of mortar shall not be permitted.
xii. Pipe joints for precast concrete pipe shall be of the tongue and groove type.
xiii. Joints shall be made water tight by means of a preformed bituminous gasket.
a. Gaskets shall be installed as recommended by the pipe manufacturer.
xiv. Field poured concrete bases shall be at least 12 inches thick and not less than 12
inches greater diameter than the outside diameter of the manhole riser section.
xv. Concrete shall be Class A at a minimum 3000 psi 28 day compressive strength.
xvi. Concrete placement shall conform to ACI and good construction practices.
xvii.Concrete shall be consolidated and struck -off to a horizontal surface within the forms
or pouring rings.
xviii. Field poured concrete bases shall be reinforced as detailed on the Plans or as
shown in the Standard Details.
xix. Manholes shall be constructed to ASTM C-891 standards.
xx. Precast reinforced concrete bases shall be of the size and shape detailed on the Plans
or as shown in the Standard Details.
F. Backfilling
i. All trenches and excavations shall be backfilled as the pipes and manholes are
installed, unless otherwise directed by the Engineer.
ii. Outside of street right of way the backfill material shall be selected granular material
from excavation or borrow; material which is placed at the sides of the pipe and
manhole and 1 foot over the top shall be material which can be readily compacted.
a. It shall not contain stones retained on a 2-inch sieve, frozen lumps, chunks of highly
plastic clay, or any other material which is objectionable to the Engineer.
b. The material shall be moistened or dried, if necessary, to be compacted by the
method in use.
c. Backfill material shall be approved by the Engineer.
iii. The backfill shall be placed in loose layers not to exceed 6 inches in depth along each
side of the pipe and manhole.
a. Special care shall be taken to secure thorough compaction under the haunches and
at the sides of the pipe and manhole.
b. This backfill shall be brought up evenly on each side of the structure to an elevation
of 1 foot over the top of the pipe, or such greater elevation as directed by the Engineer.
c. Backfilling shall be done in a manner as to avoid injurious top or side pressures on
the pipe and manhole.
d. Backfill shall be compacted to 95% (min.) Standard Proctor Density.
11 Section 8 109
Design Standards and Specifications For Water and Sewer
Street Specifications
iv. Unless otherwise directed by the Engineer or plans, excavation within street right of
way shall be backfilled with aowable fill material (2-sacks of cement per cubic yard
concrete mix) to 1-1/2 inches below the asphalt surface.
a. The pipe shall be restrained so that during the pour the pipe shall not be displaced.
v. Movement of construction machinery over a culvert, pipeline, or manhole shall be at
the Contractor's risk.
a. Any damaged construction shall be removed and replaced at the Contractor's own
expense.
8.10.06 Trench Protection
A. Trench excavations not exceeding five feet in depth shall be protected in accordance with
applicable OSHA, state, and local requirements.
B. Trench excavations greater than five feet in depth shall be protected in accordance with the
following specifications.
i. All work performed under this section shall also comply with OSHA Part 1926, Subpart
P and all State and Local codes.
ii. The Contractor shall be responsible for complying with all trench safety requirements,
the requirements of the specifications, drawings and all applicable codes.
iii. Trench protection shall be performed by forces having at least two years experience
with similar types of trench safety systems.
iv. The manufacturer of prefabricated items used in trench safety systems shall have at
least two years of experience in fabricating the items.
v. The contractor shall provide detailed drawings for proposed trench safety systems.
a. The drawings shall identify where each system is proposed for use and type of
system to be used.
vi. Trench excavations shall not be started until trench safety systems have been
submitted and approved by the Engineer.
vii. If trench boxes are to be used, the contractor shall submit manufacturer's standard
data sheet and certificate of compliance stating the maximum allowable depth for the
given design pressure for each type of trench box proposed for use.
viii. If alternative systems composed of steel, aluminum, wood or a combination of
materials are proposed, the contractor shall submit design data demonstrating the
ability of the proposed materials to provide the necessary trench protection.
ix. Materials used for trench safety shall be capable of withstanding imposed loads without
excessive deflections.
x. Materials shall be clean, free of rust, holes, knots and other defects, and shall conform
to the following:
a. Steel — Steel shall be of type and thickness as required and shall have a minimum
yield stress of 36 ksi.
b. Aluminum — Type 6061-T6, thickness as required.
c. Wood in Contact with Earth — Pressure treated woods.
d. Wood not in Contact with Earth — Soft or hardwood as required.
8.11 Fences
8.11.01 Unless otherwise indicated on plans, existing fences which must be adjusted or relocated
shall be reconstructed using the same or equivalent materials, height, and construction in
the proper location.
110 Section 8 I '
. _ r
Design Standards and Specifications For Street Construction
Street Specifications
8.11.02 The contractor shall remove existing fences and either store for reuse or legally dispose of
the fence materials, as directed by the Engineer.
8.11.03 New fence construction shall be in accordance with specifications and details included on
plan sheets.
8.12 Salvage of Asphalt Paving
8.12.01 All salvaged asphalt material shall be broken into pieces not more than 2 inch in size and
stockpiled at a location indicated in the plans.
8.12.02 Any non -asphaltic materials, such as flexible base and soil, shall be kept separated from
the salvaged asphalt.
8.13 Traffic Control
8.13.01 Prior to starting work on any project covered by these specifications, the contractor shall
submit a Traffic Control Plan for approval by the Engineer.
A. The contractor shall have the sole responsibility for providing, installing, moving, replacing,
maintaining, cleaning, and removing upon completion of work, all traffic control devices.
B. The Traffic Control Plan and devices shall be in compliance with the Texas Manual of Uniform
Traffic Control Devices (MUTCD).
8.13.02 The Traffic Control Plan approved by the Engineer shall be considered the minimum
requirement for the project.
A. The contractor shall provide additional devices as determined to be necessary during the
project.
B. If at any time during construction the approved plan does not accomplish the intended
purpose, due to weather or other conditions affecting the safe handling of traffic, the
contractor shall immediately make necessary changes to correct the unsatisfactory conditions.
8.13.03 The contractor shall provide and maintain at least one driveway to each property open
directly to the project corridor, at all times during construction.
A. Driveway width to remain open shall be appropriate for the character and volume of traffic
accessing the property, and shall require approval by the Engineer.
B. No driveways shall be closed along the project corridor without either a comprehensive access
management plan approved by the Engineer, or approval for individual closures from the
Engineer.
C. The contractor shall notify affected property owners a minimum of two (2) days in advance of
any driveway restriction or closure.
8.13.04 All signing and barricading shall be in place before construction operations are started and
during all times construction is in progress.
A. All hazards shall be clearly marked and adequately protected.
8.13.05 If pedestrian walkways are blocked, pedestrian control shall conform to "Typical Sidewalk
and Curb -Lane Closure for Pedestrian Control" as indicated in Texas MUTCD.
8.13.06 If traffic control is not specifically stated in the bid proposal, no separate payment will be
made for traffic control.
Section 8 111
Design Standards and Specifications For Water and Sewer
Street Specifications
A. The required plan and devices shall be considered to be subsidiary to pay items.
8.14 Prosecution of the Work and Working Days
8.14.01 During the period the contractor is directing traffic over the base, the surface shall be
satisfactorily maintained by the use of sprinkling and blading as required, so that no hazard
will result.
A. The base course shall be maintained until the wearing surface is placed thereon.
B. At no time during the period of construction shall driveways and/or alleys be left impassable
between the night hours of 6:00 PM to 6:00 AM, except during the construction of curb and
gutter for which the driveways and/or alley's shall remain closed not more than 4 days.
C. Contractor shall give a minimum of one (1) day advance notice of the work schedule to
affected property owners, and shall conduct construction efforts so as not to create a
disturbance or nuisance.
8.14.02 As a standard, no work will be performed on weekends, nights, or holidays.
A. Requests by the contractor to work evenings, weekends, or holidays must be made and
processed in accordance with current City of Lubbock Administrative Policies and Procedures
"Construction on Weekends, Nights, or Holidays".
B. If the request is approved, the contractor shall be responsible for all City personnel costs
associated with the work.
C. If the Engineer determines that it is necessary and appropriate to work after dark or before
daylight, the contractor shall provide adequate lighting as required to allow prosecution of the
work equivalent to that in daylight hours.
8.14.03 Working Days Definition
A. City contracted paving projects will be based on working days allowed.
i. No requests for extensions of time will be considered.
B. A working day is defined as a calendar day, not including Saturdays, Sundays, or City of
Lubbock designated holidays, in which weather or other conditions beyond control of the
contractor will permit the performance of the principal unit of work for a continuous period of
not less than 7 hours between 7:00 am and 6:00 pm.
i. Work on Saturdays, Sundays, or City of Lubbock designated holidays must be
authorized by the Engineer.
ii. For each Saturday, Sunday, or City of Lubbock designated holiday on which the
Contractor chooses to work and has authorization from the Engineer to work, 1 day will
be charged against the contract working time.
iii. Work on Sunday will not be authorized except in cases of extreme emergency, as
determined by the Engineer.
C. Working days will be considered to begin on the effective date stated in the Notice to
Proceed, unless the contractor is unable to begin work on that date due to factors beyond his
control as determined by the Engineer.
i. In that event, time charged against the project will begin on the date the contractor
could first work a minimum of 7 hours as described above.
D. The Engineer will furnish the contractor a monthly statement showing the number of working
days used and the working days remaining.
i. The contractor shall be allowed 10 calendar days in which to protest the correctness of
each statement.
112 Section 8
t
Design Standards and Specifications For Street Construction
Street Specifications
ii. The protest shall be in writing, addressed to the Engineer, and shall indicate basis of
the protest.
iii. The Engineer shall respond to the protest within 10 calendar days of receiving the
protest.
iv. Failure to file a protest within the allotted 10 days for any statement shall indicate the
contractor's approval of the time charges as shown on that period's time statement,
and future consideration of that time statement will not be permitted.
8.14.04 Work Between November 1 and January 2, and on Other City Holidays
A. If conditions are such that, in the opinion of the Engineer, construction will negatively affect
local businesses during holiday periods, the Engineer may suspend construction operations
from November 1 to January 2.
B. The City of Lubbock observes specific holidays, and City staff is not required to work those
days.
i. As standard procedure, construction operations that require testing/inspection may not
be performed on those holidays.
ii. If the contractor needs to perform construction operations that require City personnel
on holidays, the contractor shall make a written request for authorization to work from
the Engineer.
iii. The request shall state the reason the work is necessary, and shall state that the
contractor agrees to pay the City for the related personnel expenses including salary,
overtime, and benefits.
iv. If City personnel are available, the Engineer may approve the request.
8.15 Measurement and Payment
8.15.01 The unit price bid for all bid items shall include furnishing and installing all materials,
excavation, filling, backfilling, reinforcement, forming, finishing, joint cutting, joint sealing,
and all incidentals necessary to complete the work, except as otherwise specified,
necessary or incidental to complete the various items of work in accordance with the plans
and specifications.
A. Cost of work or materials shown on the plans or called for in the specifications and for which
no bid item is indicated shall be considered subsidiary to the various bid items.
i. No separate payment shall be made for such subsidiary work or materials.
B. Payment will not be made for any item that is not complete, including all associated incidental
work.
C. All of the items covered by these standard specifications may not be included in a particular
project.
D. Only those items indicated on bid documents and plan sheets shall be included for
construction and payment.
8.15.02 Separate Curb and Gutter
A. Measurement will be made of the linear feet of separate curb and gutter actually constructed.
B. Separate curb and gutter will be paid for at the unit price bid per linear foot.
C. Curb on a slab that is part of a sidewalk, driveway, alley return, alley paving, valley gutter and
fillets, drainage channel, or wheelchair ramp will be considered to be subsidiary to those
items, and no separate payment will be made for such curb.
Section 8 113
Design Standards and Specifications For Water and Sewer
Street Specifications
8.15.03 Concrete Flat Slabs - Sidewalk, Driveway, Alley Return, Alley Paving, and Valley Gutters
and Fillets
A. Measurement will be made of the area, in square feet, of flat slab actually constructed.
B. Flat slabs will be paid for at the unit price bid per square foot for each specific type of slab.
C. Curb on sidewalks, driveways, alley returns, alley paving and valley gutters and fillets shall be
included in the area measured for the slab and will not be paid for as a separate item as curb
and gutter.
8.15.04 Curb Ramps (Handicap Ramps)
A. Measurement will be made of the area, in square feet, of curb ramp actually constructed,
including surface treatments and top surface area of any curb above the slab.
B. Landings, wings, and ramps will be paid for per square foot as 4 inch thick sidewalk.
C. Curb ramps will be paid for at the unit price bid per square foot.
8.15.05 Concrete Drainage Channel
A. Measurement will be made of the area, in square feet, of drainage channel actually
constructed, including top surface area of any curb above the slab.
B. Drainage channel will be paid for at the unit price bid per square foot.
8.15.06 Retaining Walls
A. Retaining wall will be considered as that portion of concrete construction which constitutes a
separate reinforced structural member for soil retention, extending above and below a surface
slab.
B. Measurement will be made of the linear feet of retaining wall actually constructed.
C. Retaining wall will be paid for at the unit price bid per linear foot.
8.15.07 Concrete Median
A. Measurement will be made of the area, in square feet, of median actually constructed.
B. Median will be paid for at the unit price bid per square foot.
8.15.08 Concrete Street Paving
A. Measurement will be made of the area, in square yards, of concrete street paving actually
constructed.
B. Concrete street paving will be paid for at the unit price bid per square yard.
8.15.09 Sawing and Sealing of Joints in Concrete Street Paving
A. Measurement will be made of the linear feet of sawed and sealed joints actually constructed.
B. Sawing and sealing of joints will be paid for at the unit price bid per linear foot.
8.15.10 Curb and Gutter Removal
A. Measurement will be made of the linear feet of curb and gutter actually removed.
B. Payment will be made at the unit price bid per linear foot of curb and gutter removed.
C. The contractor shall ensure that the Engineer has the opportunity to measure the linear feet
of curb and gutter prior to removal.
114 Section 8
l
Design Standards and Specifications For Street Construction
Street Specifications
D. If curb and gutter is removed without measurement by the Engineer, no payment will be
made for that removal.
8.15.11 Concrete Slab Removal and Disposal
A. Measurement will be made of the area in square feet of concrete slab actually removed and
legally disposed of.
B. The contractor shall ensure that the Engineer has the opportunity to measure the area of
concrete slab prior to removal.
C. If concrete slab is removed without measurement by the Engineer, no payment will be made
for that removal and disposal.
D. Payment will be made at the unit price bid per square foot of concrete slab removed and
disposed of.
8.15.12 1-1/2 Sack Flowable Fill
A. Quantities of 1-1/2 sack Fowable fill will be determined from tickets provided by the drivers of
the delivery trucks.
B. Payment will be made at the unit price bid per cubic yard of in place 1-1/2 sack Fowable fill.
8.15.13 Asphalt Paving
A. Measurement will be made of the area, in square yards, of asphalt paving actually
constructed.
B. The unit price bid shall include furnishing and installing all materials, subgrade preparation,
construction of caliche or asphalt stabilized base as specified, excavation, filling, tack and
prime coats, HMAC surface, emulsion seal, and all incidentals necessary to complete the work
�- C. Payment will be made at the unit price bid per square yard of asphalt paving.
8.15.14 Asphalt Paving Repair
A. Measurement will be made of the area, in square yards, of in place asphalt paving repair.
B. The unit price bid shall include removal of existing surface materials, furnishing and placing all
asphaltic materials, sawing of existing paving edges, smoothing and preparation of the
existing base, tack and prime coats, compaction, and all incidentals necessary to complete the
work.
C. Payment will be made at the unit price bid per square yard of paving repair.
8.15.15 Excavation and Grading Outside Limits of Construction
A. Volume of excavation or fill, in cubic yards, will be determined by average end area method.
B. The unit price bid shall include all labor, equipment, and incidentals necessary to excavate or
fill the site to the grades established by the Engineer.
C. No separate payment will be made for disposing of excess material.
D. Payment will be made at the unit price bid per cubic yard of completed excavation or fill.
8.15.16 Ditch Grading and Unpaved Street Surface Grading
A. Measurement will be made of the linear feet of ditch or street grading.
B. No separate payment will be made for disposing of excess material.
C. Payment will be made at the unit price bid per linear foot of completed ditch or street grading.
Section 8 115
Design Standards and Specifications For Water and Sewer
Street Specifications
8.15.17 Traffic Control
A. Set up and maintenance of traffic control plans indicated as a bid item in the contract will be
paid for on a per day basis for each day the control plan devices are required to be in place.
B. If no bid item for traffic control is included in the contract it shall be considered to be
subsidiary to bid items, and no separate payment shall be made for traffic control.
8.15.18 Mobilization
A. Contractor mobilization indicated as a bid item in the contract shall be paid for as a lump sum.
B. If no separate bid item for mobilization is included in the contract it shall be considered
subsidiary to contract bid items, and no separate payment shall be made for mobilization.
8.16 Restoration and Clean Up
8.16.01 After any construction covered by these specifications is completed, the Contractor shall
remove all equipment, surplus materials, and rubbish from the site.
8.16.02 The contractor shall restore all disturbed areas to their original condition satisfactory to the
Engineer, including sidewalks, driveways, curb or curb and gutter, sprinkler systems, and
turf or landscaping disturbed outside the defined construction area.
8.17 Certificate of Completion and Warranty
8.17.01 Within 31 calendar days after the contractor has given the Engineer written notice that the
paving or drainage improvements have been completed, or substantially completed, the
Engineer shall inspect the improvements.
A. If it is found that the improvements have been constructed in accordance with the plans and
specifications, the Engineer shall issue to the contractor a Certificate of Completion, which will
establish the beginning date for the warranty period.
B. Neither the final payment nor Certificate of Completion shall relieve the contractor of
responsibility for faulty materials or workmanship.
C. The contractor shall remedy any defects due to faulty materials or workmanship that appear
within 2 years from the date of completion.
D. Prior to issuance of the Certificate of Completion by the Engineer, the contractor shall furnish
to the City of Lubbock a 2 year maintenance bond in the amount of 10 percent of the total
construction cost of the paving and drainage improvements.
116 Section 8
i
Design Standards and Specifications For Street Construction
Construction Details
SECTION 9
TYPICAL DETAILS OF CONSTRUCTION
9.1 General Details
Section 9
9.1.01 Construction shall be in accordance with the following standard details unless otherwise
indicated on plans or directed by the Engineer.
117
TYPICAL LOT
I
5' - 5'
WATER LINE W
GAS LINE
SEWER LINE
J� W,,
5' 5'
TYPICAL LOT
I
/a
7' 6' —
5'
cl-
e UTILITY
POLE
FINISHED GRADE
/a
7' 5'
5'
3' 9'
2'
rn
UTILITY
POLE
i?
ME
A
2'M/N. Ml
SHOUSE
BURIED
S CABLE 4'6MIN.BURIED E
HOUSE
4'-MlN
BUR
T.V. CABLE I
I
SERVICE
4'-M/N. AT&T CABLE
GAS MAIN o
CONCRETE PAD
OVER BURIED
ELECTRIC CONDUIT
BURIED
WATER 11
BURIED
ELECTRICAL
MAIN
ELECTRIC
CABLE
CABLE
2
SEWER
2,
9' MINIMUM
TYPICAL LOCATIONS
RIVIM0
3->>
fhj%�t
ORATINGMMR
FOR UTILITIES IN ALLEYS
G _
FINISHED GRADE SURFACE
EXCAVATED TRENCH WIDTH
city of
Lubbock
TEXAS
FINAL
BACKFILL
z
INITIAL
BACKFILL o
m
W
cl-
HAUNCHING a.
BEDDING
FOUNDATION
(MAY NOT BE REQUIRED)
KVISEO
3-11
ORAr I MG MMKR
G-2
Design Standards and Specifications For Water and Sewer
Construction Details
9.2 Water Details
120 Section 9
MIN. O.D. • 12"
NOTES:
FINISHED GRADE SURFACE
I. BEDDING, EMBEDMENT, AND BACKFILL SHALL BE CAREFULLY
PLACED MATERIAL AS SPECIFIED IN THESE SPECIFICATIONS.
WATER LINE
TRENCH DETAIL
tl'u'�city of
bbock
TEXAS
REVISED
3-11
ORATING WJMR
W-1
CAP OR PLUG
DEAD END
NOTES:
I. FOR BLIND TEE INSTALL ONE JOINT OF
PIPE WITH PLUG AND TREAT AS A DEAD
END LINE.
2. BEARING SURFACES SHALL BE
AGAINST UNDISTURBED GROUND.
CROSS
SIZE ACCORDING TO AWWA & PIPE
MANUFACTURER SPECIFICATIONS
REVISED
CONCRETE 3-11
city of
THRUST BLOCKING Lubbock DRAWING NlJMR
TEXAS W-2
FINISH GRADE SURFACE
L.�UU r,)i
CONCRETE
THRUST BLOCK
THRUST BLOCK BEARING AREA (SF)
FITTING SIZE
(IN)
99 BEND
45' BEND
22 //2'
BEND
// 114'
BEND
TEES &
DEAD ENDS
4
39
2J
2J
2J
2.7
6
8.0
4.3
4.3
4.3
5.6
8
/3.7
7.4
7.4
7.4
9.7
THRUST BLOCK
SECTION DETAIL
city of
tl'u'�bbock
TEXAS
REv1SEO
3-11
OUN I MG MOM
W-3
- -
CAP OR PLUG
TYPICAL 2,500 PSI CONCRETE ON SIDE TO
REMAIN IN SERVICE
REVISED
CUT & PLUG TO LAI r4ot3-1>
ity of
ABANDON WATER LINE flilbbO&k DRAWING MAER
TEXAS W-4
TOP OF METER BOX 0'-0
)VE GROUND LEVEL
� 23/6 po�
CARBON INDUSTRIES
MODEL 2200
2'
11%6'DIA
PLASTIC KEY OPERATED
DALLAS LOCK
NOTES:
I. THE METER & CUSTOMER SERVICE DEPARTMENT OF WATER UTILITIES IS
RESPONSIBLE FOR ESTABLISHING THE STANDARD AS INDICATED ON THIS
DRAWING.
2. ALL WATER METER BOXES ARE TO BE SET NO LOWER THAN THE
SURROUNDING TERRAIN. THE RECOMMENDED GRADE IS TO SET THE TOP
OF THE WATER METER BOX NO HIGHER THAN TWO INCHES ABOVE GROUND
LEVEL. THIS PREVENTS THE METER BOX FROM BEING COVERED UP AND
STOPS DIRT AND RAIN FROM ENTERING THE BOX.
3. THE METER IN THE BOX SHOULD BE NO LOWER THAN 16 INCHES FROM
THE BOTTOM OF THE METER BOX LID TO THE TOP OF THE WATER METER
LID. THIS ALLOWS PROPER READING OF THE METER AND PREVENTS THE
METER AND CURB STOPS FROM FREEZING DURING COLD WEATHER.
REv15£0
TYPICAL NON -TRAFFIC fl'u'�
aTyof 3-11
RATED METER BOX bbock OUNING�R
TEXAS W-5
TYPICAL TAPPING
SLEEVE
EXIS7
RETAINER
NOTES:
I. TAP SHALL BE HORIZONTAL TO MAIN.
2. TAPPING SLEEVE & VALVE SHALL BE AT LEAST ONE STANDARD
SIZE SMALLER THAN MAIN.
J. SERVICE TAPS ON EXISTING MAINS SHALL BE EXECUTED BY CITY
FORCES,
4. MAIN LINE TAPS ON EXISTING MAINS SHALL BE EXECUTED IN
ACCORDANCE WITH THE METHODS OF CONNECTIONS SECTION OF
THESE SPECIFICATIONS.
REVISED
TYPICAL TAPPING 3-11
�� ity of
SLEEVE AND VALVE iubbo& DRAVING NLIUKR
TEXAS W_6
MJ X MJ X THREAD
90'BEND TEE
REDUCER
METER
BYPASS
SERVICE
LINE GATE
I plr� I VALVE
0
0
Lu
GATE Qow
VALVE
0
TYPICAL GATE
VALVE BOX VALVE
& COVER
REDUCER (IF REQUIRED)
MJ X MJ X THREAD
90* BEND TEE
EXISTING MAIN TAPPING SLEEVE
AND VALVE
NOTE:
I. ALTERNATIVELY,METER BYPASS SERVICE LINE AND GATE VALVE CAN
BE LOCATED INSIDE METER VAULT.
REVISED
TYPICAL LARGE 3-11
DOMESTIC METER TAP IL1bbOCkDRAWING NIJWEIR
TEXAS w-7
TYPICAL FIRE
BACK OF CURB OR
HYDRANT \
EDGE OF PAVEMENT
VARIES
TYPICAL VALVE BOX
AND COVER
CONC.CURB
FINISHED GRADE SURFACE
-�-
i
6" C-900 PVC RISER S
DRAIN TYPICAL 2.500 PSI
I HOLE CONCRETE THRUST
WATER
BLOCK
MAIN 6"GATE d
o
°°° TYPICAL BLUE
VALVE
3°
_ z RAISED PAVEMENT
• MARKER PLACED
AT CENTERLINE
o OF ROADWAY
TYPICAL 2,500 PSI o� o° 12' MIN
VALVE BLOCKING
6' OUT LET M.J. x FLG. 1.2' x 2' SO. _I
OR ANCHOR TEE (OPTIONAL)
WITH M.J.x M.J.VALVE SOLE -PURPOSE
FIRE HYDRANT
NOTES: LINE
I. IN SPACE BETWEEN CURB AND SIDEWALK, DIMENSION FROM
BACK OF CURB OR EDGE OF PAVEMENT SHALL BE 6' MIN/MUM
AND 18' MAXIMUM. IN PUBLIC AREAS OR COMMERCIAL AREAS,
OR WHERE SIDEWALK ABUTS CURB, DIMENSION FROM BACK OF
CURB OR EDGE OF PAVEMENT SHALL BE 3' MIN/MUM AND 6'
MAXIMUM. FIRE HYDRANTS SHALL NOT BE PLACED WITHIN
SIDEWALK AREAS. MAINTAIN 3' MIN/MUM CLEARANCE TO ANY
OBSTRUCTION.
2. 4' STEAMER NOZZLE SHALL FACE FIRE LANE OR STREET ACCESS
3. FIRE LINE PIPING SHALL BE SAME MATERIAL AS MAIN OR MIN/MUM
C900 PVC DRI8 CLASS PIPE AND HAVE RESTRAINED JOINT FITTINGS
FROM WATER MAIN TO FIRE HYDRANT. LENGTH SHALL NOT EXCEED /50'
4. FOR BURY DEPTHS GREATER THAN 5'.ONE BARREL EXTENSION
NOT EXCEEDING 2' IN LENGTH SHALL BE INSTALLED DIRECTLY
BELOW THE FIRE HYDRANT.
5. TYPICAL I/2' ROCK PIPE EMBEDMENT MATERIAL SHALL BE PLACED
AROUND THE BOTTOM OF THE HYDRANT FOR A RADIUS OF AT
LEAST P AND EXTEND AT LEAST I' ABOVE THE OUTLET. DO NOT
BLOCK DRAIN HOLES.
REVISED
3-11
TYPICAL FIRE HYDRANT tl'u'�bbock
DRAWING NUIKR
Texas W-8
FINISHED GRADE SURFACE
\4 \,
� \\ , p 6
\�- �,
-1
N0.4 BARS i
EACH WAY € E 3
II I i
TYPICAL VALVE BOX H.M.A.C.OR
AND COVER CONCRETE PAVEMENT
` `.`tom\
CONCRETE COLLAR
' 1 6' PVC C900 (NOT REQUIRED IN
1 RISER PIPE CONCRETE PAVEMENT) 1°
IiE ? W
I [
i-
I-
f
TYPICAL PIPE - i 8° X 8' X 6" MIN.2,500 PSI CONCRETE
BEDDING & 1 1 BLOCK UNDER BODY OF BURIED VALVES
EMBEDMENT
2' SQUARE VALVE BOX
AND COVER
CONCRETE COLLAR
(NOT REQUIRED IN
CONCRETE PAVEMENT)
V'�VE
VALVE COVER SHALL
BE STAMPED
NOTES: WATER VALVE"
PLAN VIEW
I. TREAT EACH SIDE OF VALVE AS A DEAD END OF EQUAL SIZE. NO.4 BARS
INSTALL THE CORRESPONDING LENGTH (FOR A DEAD END) OF FULLY EACH WAY
RESTRAINED PIPE THE FULL DISTANCE ON EACH SIDE OF VALVE
2. CONCRETE SUPPORT CRADLE AND SUPPORT PAD SHALL BE 2,500 P.S.I.
CONCRETE
3. POLYWRAP BURIED GATE VALVES AND FITTINGS
4. TORQUE BOLTS PRIOR TO BACKFILL PER MANUFACTURERS RECOMENDATIONS
5. TOP OF VALVE NUT SHALL BE LESS THAN 6 FEET FROM FINISHED GRADE.
IF MORE THAN 6 FEET,INSTALL EXTENSION SO THAT TOP OF NUT IS LESS
THAN 6 FEET FROM FINISHED GRADE.
6. SET COVER OF VALVE BOX AND COLLAR I/4' BELOW GRADE IN PAVEMENT OR
SHOULDER,AND 2"ABOVE GRADE ELSEWHERE.
REvISED
BURIED VERTICAL GATE 3-11
city of
VALVE DETAIL lubbock DRAVING NICER
TEXAS W-9
I
TYPICAL MANHOLE FRAME AND COVER
CENTERED OVER OPERATING NUT
AIR VALVE I'MIN.
>>
MIN
Ib UFO o0
-I I g VARIES I=1 I I=1 I I=1 1I
TYPICAL 2,500 PSI IIIIIIIII=III=I (I=I I I=III=
CONCRETE III III III —III —III III III=1I
HORIZANTAL GATE ffivvr atyof
VALVE IN VAULT flilbbo&
TEXAS
4' DJ. PIPE
AND SCREEN
FINISHED GRADE SURFACE
SLAB__ �_-----
III
-11 I- °
III HANDWHEEL' - 2' LIP
° MAIN ° ° = 3/4'I CRUSHED
ROCK
I I I-
=11 III1 I I1 I III -III-
4' MIN.
I —III— i= I I -III-
III1 I IIIIIII=1 I IIIII
=1 I IIII=1 I I=1 I rl1 11-
III1 I I1 I I1 I I1 I I1 I (-
TYPICAL MANHOLE
FRAME & COVER
I Lim
/Z BLIND
FLANGE A
II
1 �� ■ �■■ =■I : i■ III
'"ISED
AIR & VACUUM 'll�` ariof 3-11
RELIEF VALVES lubbock DRAVING MJMR
TEXAS W-1 1
TYPICAL MANHOLE FRAME
AND COVER
FINISHED GRADE SURFACE
GRADE RING,
GROUT — —.. _ ADJUST TO
—— STREET LEVEL
i 1I ! ` I -III-
E
%2' EXPANSION
JOINT
—E� III I w
I I ° ID
U-
In p
�—
�Ii—°6�x6'so.-_i
�I�-
=' �'
TYPICAL 2,500 PSI 314'
CONCRETE CRUSHED
ROCK
REVISED
3-11
CONCRETE VALVE BOX t,ubbOof
Ck
DRAV I nG WJWR
TEXAS W-12
TYPICAL VALVE BOX AND
COVER CENTERED OVER
OPERATING NUT TYPICAL MANHOLE
TYPICAL 2,500 PSI
CONCRETE °4 BARS @ 12'
O.C. EACH WAY
BUTTERFLY VALVE
IN VAULT
tl4ucibbock
toy
of
rExas
REVISED
3-11
DRAWING MJER
W-13
Design Standards and Specifications For Water and Sewer
Construction Details
9.3 Sewer Details
134 Section 9
TYPICAL MARKER
(PAINTED GREEN)
I S I I -I I IEE IullII�
I I B I El
�
� �
III-
���
I I-
�I I I��_I
4' PLUG
4" RISER
4' T EE
SEWER
-
MAIN FLOW
TYPICAL MARKER
(PAINTED GREEN)
1 El I El � El � El I l-I I I -I I I
11 I -II I I -I I B I I -I I I -I
I I -I I
El I'
4" WYE & PLUG
f
o
SEWER �_
45
s
MAIN FLOW
NOTES:
I. NO FLOW LINE TAPS ALLOWED.
2. ALL TAPS MUST BE ABOVE
SPRING
LINE OF SEWER
MAIN.
TYPICAL SEWER
r
tyof3-11
REvimo
SERVICE TAP
flu;b'O
Vock
o"WING MJER
TEXAS
SS-1
G
w
A
l�/4' RAISED LETTERING
(RECESSED FLUSH)
tfstpAm IRo�r
�— CUSTOM LOGO
A
32' D/A
2/ 3/4'-J
2 //4' 23'
SECTION A -A
BOTTOM VIEW
V1430 A COVER
it
(2) EPIC®
PICKBARS
SECTION B-B
fl�`Voty�fA
ub
REVISED
3-11
ORarIK MJMR
SS-2
t
}
m
AA I I/2'
32 3/16' 11I12'
1
4 I/2'
30"
40 314'
REVISED
FRAME -GRAY IRON3-1>
of
A S T M A 4 8 C L 35 B tl'ut#�*bVtyock DRAvING NIXER
rexas SS-3
STANDARD DIAMETER CAST IRON
RING & COVER
PULLING IRONS CAST IN TRANSITION LID
FOR LIFTING.TYP.OF 3
TYPICAL JOINT SEALANT
EACH JOINT OF RISER &
RING & COVER
�—TRANSITION RISER WITH 3 PULLING
30" IRONS CAST IN FOR LIFTING
TYPICAL JOINT SEALANT
ELEVATION VIEW
SECTIONAL VIEW
NOTES:
I. CONCRETE:4000 P.S.I.MINIMUM
2. REINFORCING. GRADE 60 MINIMUM
PRECAST CONCRETE
ECCENTRIC CONE
city of
4lubbo&
TEXAS
TYPICAL MANHOLE FRAME AND COVER
I F
6' TO 18'
MORTAR
ADJUSTMENT
VGRADE RINGS FOR
GRADE ADJUSTMENT
ECCENTRIC CONE SECTION
T
SEAL ALL JOINTS
PER MANUFACTURER
REQUIREMENTS
D
RISER SECTION
(TONGUE & GROOVE)
BOTTOM RISER SECTION
(BUTT & GROOVE)
SPACE
6'
/l CONCRETE BASE
MIN
P FORMED SURFACES
6' OR 114 PIPE DIA. (P)
WHICHEVER IS LARGER
4 BARS-6' O.C. EA.WAY
2' BELOW BOTTOM OF PIPE
H
P
D
T
4'TO 16'
6' TO /5'
MIN. 48'
MIN. 4'
18' & OVER
M/N.60'
MIN.5'
16'&DEEPER
ALL SIZES
M/N.60'
M/N.5'
PRECAST REINFORCED
CONCRETE MANHOLE
bcityoftl'u'�bock
TEXAS
REVISED
3-11
DRAvIw# wimR
SS-5
TYPICAL MANHOLE
=AJJc a 11l 1/ D
'OMING SEWER
45` BEND
NOTE:
I. FILL EXCAVATED SPACE OUTSIDE OF MANHOLE &
UNDER PIPE WITH FLOWABLE FILL.
OUTSIDE DROP REVISED
MANHOLE (PVC) 1043-1 1
Lubbock
DRAWING MrBER
(NEW MANHOLE INSTALL) TEXAS SS-6
TYPICAL MANHOLE
INSIDE DROP ON
EXISTING MANHOLE
DETAIL A
REMOVE PORTION OF DROP
PIPE\ TO CONNECT AS SHOWN
-YPICAL
FOXY
3/ ° DIA. ALUMINUM STRAP
'E
.IR
)MING SEWER
Y8- ALUMINUM
PIPE STRAP
MAX. SPACING 24"
NOTE:
I. FILL EXCAVATED SPACE OUTSIDE OF MANHOLE &
UNDER PIPE WITH FLOWABLE FILL.
REVISED
3-11
tl'u'�bbock ORATING NUMBER
rExws $$-7
STRAIGHT THROUGH MANHOLE
SLOPE
\,�� W��
BEND AT MANHOLE
JUNCTION AT MANHOLE
TYPICAL
MANHOLE FLOORS
CUT OUT TOP OF PIPE
OR SHAPED CONCRETE INVERT
SHAPED CONCRETE INVERT
SHAPED CONCRETE INVERT
tity of
l'u4'�bboEk
}
5'- MAXIMUM
TWEEN SPACERS
BE
PIPE JOINT CARRIER PIPE
CASING SPACERS SHALL BE
SPACED A MAXIMUM OF ONE
FOOT FROM EACH SIDE OF JOINT
FOUR CASING SPACERS
PER PIPE JOINT AS REQUIRED
TO MEET MAXIMUM SPACING
STEEL SPACER BODY
PIPELINE
FILL SPACE BETWEEN
EXCAVATED BORE AND
CASING PIPE WITH
CEMENT GROUT
NOTES:
I. BEVEL END OF CASING PIPE TO REMOVE
ALL SHARP EDGES TO PREVENT DAMAGE
TO THE LINER MATERIAL.
2. THE END -SEAL SHALL BE ATTACHED TO
THE PIPE AND CASING SO AS TO PROVIDE
A TIGHT END SEAL.
J. FOR CASINGS OVER 12 INCHES IN DIAMETER,
PROVIDE TWO CLAMPS OR BANDS ON EACH
END OF EACH SEAL.
4. CASING PIPE SHALL HAVE END -SEALS
INSTALLED ON BOTH ENDS PRIOR TO
BACKFILLING ADJACENT PIPE TRENCHES.
I' MAX
\ ADDITIONAL SPACERS,
TYPICAL EACH END
OF CASING PIPE
STEEL CASING PIPE
- CADMIUM PLATED
STUDS, NUTS, AND
WASHERS, TYP.
L = D, WITH L MAX. = 16"
L L
Y12
REVID
PIPELINE ENCASEMENT 3-7 SE1
DETAIL lubbock DRAWING NlJMR
TEXAS SS-9
Design Standards and Specifications For Water and Sewer
Construction Details
9.4 Street Details
9.4.01 The 24 inch curb and gutter details shall be considered standard; 30 inch curb and gutter
detail shall apply only if specifically indicated on plans or bid documents.
144 Section 9
PROPERTY LINE
0/
Tb
Tb
Fi
Fi
:1
ISLAND, 50 SOFT. MIN.
AREA IF USED.
PROPERTY LINE
L
DIMENSION
REFERENCE
RESIDENTIAL
COMMERCIAL
INDUSTRIAL
WIDTH
w
E —WAY------------
-------
--- —27—
--- -- ----
-----
----20
70 WAY_M/_/MM ------------------
1-2,----
---30,----
---
40, ----
i0 WAY —MAXIMUM
---------------
-------
30'
--------
40
---------
---
50
----------
MINIMUM_ RADIUS
R
5'=
/5'=
20'-
------
MINIMUM ANGLE
-------
--------
---------
----------
_
FOM PROPERTY LINE
R
R
---
R+5'
---------------
�OM STREET CORNER
---------------
-------
C
-------
--------
�+ R
--------
---------
�+ R
---------
----------
�+ R
----------
_________________
BETWEEN DR_N_E_WA_Y_S_
5
__�_50'_Ml_N.) __
3'
__(_50_'_MIN.)__
M%N%MUM ANGLE
-- __
D
_ _3'____
45 DEG.
__ _
45 DEG
__ _l0'__---
30 DEG.
MAY BE 'O" FEET IF SHARED DRIVE IS PROPOSED.
3' MIN.
FROM MAX. SLOPE
P.L. 2/. A A (NO SCALE)
PROPERTY LINE
4' SIDEWALK
4
EXPANSION IN SPACED j.
EXPANSION 36' MAX. ALONG SIDEWALK RUN. r/'J
JOINTS /
k fin.>:i
4" M/N.THICKNESS
EXPANSION SECTION A -A OF SIDEWALK.
JOINT.
>. .a.4 0
CONTRACTION MARKING
%2 WAY THROUGH
SLAB AT 4' INTERVALS.
SECTIONS B-B
(RESIDENTIAL)
CURB VARIABLE
REMOVED.
r" n
v.
FIRE HYDRANT, POWER
POLE, ETC. MUST HAVE
EXPANSION JOINT BLOCK -
OUT WHEN ENCLOSED
IN CONCRETE.
W
z
i 3'MIN. La 27
� MAX. SLOPE o
4' SIDEWALK
v. o
r
4" MIYV.
THICKNESS. W
a
NOTE:
SEE PLATE NO.36-4 FOR W
ASPHALT REPAIR ADJACENT 3'MIN.
o
TO CURB AND GUTTER OR (BUSINESS) v 27
( MAX. SLOPE �
DRIVEWAY. VARIABLE 4' SIDEWALK
NOTE: 6" M/N. INNER CURB
THICKNESS. AS REQUIRED.
CURB AND GUTTER COMPLETELY 6X6 /0//0 WIRE
REMOVED AND RECONSTRUCT MESH CENTERED
COMMERCIAL DRIVEWAY GUTTER/ IN SLAB.
WITH . 3 BARS RUNNING ENTIRE
LENGTH OF NEW GUTTER.
NOTES:
I. MAINTAIN GUTTER FLOW/NE THROUGH DRIVEWAY.
2. ALL EXPANSION JOINTS TO BE 3/"THICK.
3. 3070 45° FLARE MAY BE USED IN LIEU OF
RADII ON RESIDENTIAL DRIVEWAYS.
4. SEE PLATES 36-16 AND 36-16(A) FOR
CURB RAMP DETAILS.
REVISED
FOUR FOOT SIDEWALK 104atyof 5-11__
CONSTRUCTION DETAILS fliibBo&k PLATE NO.
TEXAS 3 6 —2
3'MIN. MAX.
FROM SLOPE
B pi-
/ Q� 5' OR 6' SIDEWALK.
r •
2/ PROPERTY LINE_
o
G� �G�
A
A
3
0 v
EXPANSION
o
v •
JOINTS.. °
r o
'a SEE FRONTAL VI
FIRE HYDRANT, POWER
B
EXPANSION JOINTS POLE, ETC. MUST HAVE
CONTRACTION MARKINGS
SPACED 36' MAX. EXPANSION JOINT WHEN
%2 WAY THROUGH SLAB
ALONG SIDEWALK RUN. ENCLOSED IN CONCRETE.
AT 6' INTERVALS.
EXPANSION
SECTION A -A
JOINT.
I
P
4' M/N.THICKNESS OF SIDEWALK.
SECTIONS B-B
(RESIDENTIAL) �u
-------
VARIES 3' MIN.
CURB
5' SIDEWALK
I= 27
MAX
REMOVED.
o.
v
4' M/N.
NOTE:
THICKNESS.
I.
(BUSINESS)
SEE PLATE NO.36-4
0
FOR ASPHALT REPAIR
VARIES
ADJACENT TO CURB
2//
AND GUTTER OR
6' SIDEWALK
_'
MAX. SLOPE
4'
DRIVEWAY.
_. .�.°- — — — -- '.
6'
ram'
1p
NOTE: 6' M/N.
6X6 /0//0 WIRE
THICKNESS INNER CURB
CURB AND GUTTER COMPLETELY MESH CENTERED
AS REOUIRED.
REMOVED AND RECONSTRUCT
IN SLAB.
COMMERCIAL DRIVEWAY GUTTER/
FRONTAL VIEW
WITH ' 3 BARS RUNNING ENTIRE
PROPERTY LINE
LENGTH OF NEW GUTTER. 3'MIN. • :
SIDEWALK ELEVATION
NOTES:
BACK OF SIDEWALK
I. MAINTAIN GUTTER FLOW/NE THROUGH DRIVEWAY.
2. ALL EXPANSION JOINTS TO BE 3/"THICK.
3. 30' TO 45' FLARE MAY BE USED IN LIEU OF
RADII ON RESIDENTIAL DRIVEWAYS.Alk
4. SEE PLATES 36-16 AND 36-16(A) FOR
• . ��
CURB RAMP DETAILS.
5. 5' CURB BACK ON RESIDENTIAL STREETS.
6'CURB BACK ON COLLECTOR AND
THOROUGHFARE STREETS.
5' OR 6' SIDEWALK
REvISEo
5-11
CONSTRUCTION DETAILS
fl'u'�*
bbo&
city of
PLATE NO.
TEXAS
36-3
TOE FORM -TO BE REMOVED
PRIOR TO INSTALLATION OF
FLOWABLE FILL AND PAVING
SURFACE. l2" H.M.A.C. SURFACE,
G n 2 MIN. TYPE `C" TO REMAIN
IN PLACE.
4 e H.M.A.C. SURFACE.
BASE
ABLE FILL.
ASPHALT REPAIR ADJACENT TO city of
CURB AND CUTTER OR DRIVEWAY lubbock
TEXAS
REVISED
5-11
PLATE ND.
36-4
I R-25'
4'PROPERTY
LINE SIDEWA0
r(7"
4'SIDEWALK ALONG
PROPERTY LINE
-7775
DRIVEWAY APPROACH
(TYPICAL)
ALLEY RETURN
(TYPICAL)
REVISED
5-11
tl'ub V toy �f A PLATE NO.
36-5
FrATINSTAMA
/'45
ALLEY RETURN
(TYPICAL)
DRIVEWAY APPROACH
(TYPICAL)
REVISED
5' OR 6' SIDEWALK aof 5-1 >
ALONG CURB BACK tl'u4'�bbock�PLATE W.
TEHAS 3 6 -6
i
NOTE: 6'CONCRETE SLAB WITH 6X6 -6 s
BITUM/NODS
I. CURB AND GUTTER, GAUGE WELDED WIRE FABRIC OR • 4 PREMOLDED EXP.
FILLETS AND SLAB TO BE DEFORMED STEEL BARS 12'O.C.BOTH WAYS, JOINT.
POURED TOGETHER. TO BE CENTERED IN SLAB.
t
CURB HEIGHT
d _ TRANSITIONS TO
DUMMY CONTRACTION CTAT THIS POINT.
JOINTS. — /f�T —
�'��NOTE7,
SIDEWALK-----�--� ¢ ------ate
4' r o 1. THIS POINT OF ALLEY
8'' B RETURN TO BE 6' HIGHER
25'_ 25' l0 2.5' _25'_ THAN GUTTER ON HIGH SIDE
B P= F-END OF RADIUS AT STREET.
.PROPERTY LINE of Y2' BITUMINOUS
OR
o Le.. EXPANSION JOINT.
a
ti
\ 6X6 6 GAUGE WELDED WIRE PLAN VIEW
FABRIC OR • 4 DEFORMED STEEL
ti BARS 12' O.C. BOTH WAYS,
\ TO BE CENTERED IN SLAB. • TO BE USED WHEN
DUMMY ALLEY R.O.W. WIDTH
b CONTRACTION IS l5'.
JOINT.
� t
25'= 25'=
A A
-- 20
5' /0 5'
\/ 2� �Q. -
7 p
SECIIgN *A75' ----- 5•--
6X6 - 6 GAUGE WELDED WIRE NO.6 REBAR SPACED 6' FROM EDGE OF
FABRIC OR • 4 DEFORMED STEEL SLAB AND IY2' FROM BOTTOM OF SLAB.
BARS 12'O.C.B0TH WAYS, LOCATE BY MEANS OF CHAIRS OR PLASTIC
TO BE CENTERED IN SLAB. SECTION B68 STAKES (NOT METAL OR WOOD).
NOTE:
I. WR.MEADOWS 0158, NOTE:
SEALTIGHT SAFE -SEAL 3405, /, CONSTRUCTION OF THIS TYPE IS ALLOWED ONLY
SONNEBORN SL-IOR WHERE THE EXISTING ALLEY RETURN,ALLEY
APPROVED EOUIVALENT. PAVING OR STREET GUTTER IS IN GOOD CONDITION
l�2 AND GRADE AND ALIGNMENT ARE SATISFACTORY.
%2' BITUMINOUS CONCRETE ALLEY SLAB.
_ EXPANSION JOINT. q` P `
EXISTING ALLEY RETURN.AUEY
PAVING OR STREET GUTTER. /
4. =.. — z. / 6X6 - 6 GAUGE WELDED
TRANSVERSE DUMMY GROOVE WIRE FABRIC OR • 4
CONTRACTION JOINT 6'—� l DEFORMED STEEL BARS 12'
I. (REQUIRED AT COLD JOINTS AND 12' -j O.C.BOTH WAYS,TO BE
EVERY l3 FEET OF PAVING.) CENTERED IN SLAB.
NOTE:
I. ALL CONCRETE SHOWN TO BE 3,000
P.SJ. AT 7 DAYS. (CLASS B)
REVISED
5-1 1
TYPICAL ALLEY
RETURN tl4ub'
b�ock LATE NO.
P
Texas 36-7
5'
/0'
5'
aoa ,
W
O
Iq
/0'- -
/O'
.
PROPERTY
LINE
5'
20'
z
-
CONTRACTION
° '�
c /0'
W
JOINTS
�•
U - < , ° °
20'
5'
PROPERTY
LINE
N
/0'
NOTE.
�0 —
1. W.R. MEADOWS *158,
U ,
SEALTIGHT SAFE -SEAL 3405,
SONNEBORN SL-/ OR
APPROVED EQUIVALENT.
�- 112 "
2"
W
oD,a
Z
6X6 - 6 GAUGE WELDED WIRE
''
FABRIC OR * 4 DEFORMED STEEL
5'
/0'
5' W
BARS I2'O.C.BOTH WAYS,
o-
TO BE CENTERED IN SLAB.
TRANSVERSE
DUMMY GROOVE
CONTRACTION JOINT
(REQUIRED AT
COLD JOINTS AND
EVERY 13 FEET OF PAVING.)
TYPICAL
"T" ALLEY
Kvlw
11
INTERSECTION W/
DUMMY
tl'u'�b'
bock
PLATE N0.
CONTRACTION JOINTS
TEXAS
36-e
2"
R_
DOWN CURB SECTION.
TYPE 'N
9'R ROLLOVER CURB TYPE V
NOTE:
9 Q Q
"R
o I. THIS SECTION MAY BE USED
FOR RESIDENTIAL APPLICATIONS
e. ONLY. APPROVAL WILL DEPEND
ON TRAFFIC AND DRAINAGE
CONSIDERATIONS.
12' /Z —
TYPE T'
NOTE:
I. REINFORCED GUTTER SECTION TYPE 'C'WILL BE CONSTRUCTED WITH THREE
NO.3 BARS RUNNING THE ENTIRE LENGTH OF THE DRIVEWAY SECTION AND THE
THREE HORIZONTAL BARS WILL BE SUPPORTED WITH CHAIRS,ON A SPACING
TO GIVE ACCURATE PLACEMENT.(THIS SECTION USED AT DRIVEWAYS ONLY.)
REVISED
TYPICAL 2411 CURB 5-11
AND GUTTER SECTIONS tl'ub* 9 toy �f A PLATE M.
36-9
2" R i
-- _ 3°R
DOWN CURB SECTION.
4„ 2' R
— — 3' R
Jam—
DOWN CURB SECTION.
NOTE:
TYPE i'
TYPE 'B'
I. CONTRACTOR MAY USE EITHER OF THE ABOVE SECTIONS. TYPE T"
°s 7
12° 6„
NOTE:
I. REINFORCED GUTTER SECTION WILL BE CONSTRUCTED WITH THREE NO.3 BARS
RUNNING THE ENTIRE LENGTH OF THE DRIVEWAY SECTION AND THE THREE
HORIZONTAL BARS WILL BE SUPPORTED WITH CHAIRS,ON A SPACING TO GIVE
ACCURATE PLACEMENT.
NEvisEO
TYPICAL 30" CURB 5-11
city of
AND GUTTER SECTIONS Lubbock PLATE NO.
Texas 3 6 - 1 0
NOTE:
I. FLOWABLE FILL SHALL BE USED
NO.4 DEFORMED STEEL BARS TO REPLACE BASE MATERIAL
La I2` O.C. BOTH WAYS. REMOVED. SEE PLATE NO.36-4
FLOWLINE—I0'—
NOTE:
I. (CLASS - 'B') CONCRETE
3,000 P.SJ. @ 7 DAYS
PLAN VIEW
DEPTH:
6'- RESIDENTIAL ST'S. 2" MIN.TYPE 'C"
8' COLLECTORS & SECTION A -A H.M.A.C.SURFACE.
THOROUGHFARES �3. l"
BASE=: BASE _
— 5' FLOWABLE FILL. SEE
PLATE NO.36-4.
REVISED
CONCRETE VALLEY aTyof 5-1 >_
GUTTER DETAIL tl'u4"bbock PLATE NO.
TEXAS 3 6 - 1 1
STRIP PAVING
2' 36' TYP.
0 H.M.A.C. SURFACE.
6" CAL/CHE BASE IN
f
ACCORDANCE WITH SPECIFICATIONS.
SUBGRADE IN ACCORDANCE
WITH SPECIFICATIONS.
RESIDENTIAL/COLLECTOR/INDUSTRIAL
2" H.MA.C.
SURFACE.
a o 6" CALICHE BASj
2'
— 4°CROWN
NOTES:
I. STREETS WITH ANTICIPATED ABNORMAL TRAFFIC LOADS,
SUCH AS TRUCKS AND BUSES,WILL REQUIRE A SPECIFIC
DESIGN TO BE APPROVED BY THE ENGINEER.
TYPE T-/ / T-2 THOROUGHFARES
8" THICK CONTIN000SLY —
REINFORCED CONCRETE PAVING.
TYPICAL ASPHALT STREET Hty of
CROSS -SECTIONS (Iiibbock
TEXAS
SECTION A -A 24" OR
EXISTING 30, Ch G. EXISTING
SIDEWALK SIDEWALK
I;I2 SLOPE
TO BE CONSTRUCTED
STREET
STREET
NOTES:
I. ALL ALLEY RADII MAY VARY.
2. SEE OTHER PLATES FOR RAMP DETAILS
REv'sEo
TYPICAL LOCATIONS V
of5-11
FOR CURB RAMP tl'u'�bock PLATE NO.
rEzns 36-13
SECTION VIEW
4' MIN.
5'-6' M/N. I 6'
24' M/N.
\ 4' MIN. 1:12 SLOPE (MAXJ
THICKNESS. BITUMINOUS 3/'
MIN/MUM FINISHED EXPANSION JOINT AS
THICKNESS TO BE 4'. SURFACE APPLIED REQUIRED BEHIND
TRUNCATED DOME CURB.
PANEL.
VARIES
(l0' TYPICAL)
SIDEWALK SLOPE REQUIREMENTS
LONGITUDINAL -- 1.20 MAX.
TRANSVERSE -- 1:50 MAX. SEE PLATE NO.36-I6(A) FOR
GENERAL NOTES ON A.D.A.
RAMPS CONSTRUCTION.
PROPERTY LINE
CURB &
GUTTER
R-l5'/I ^
\
R-25'
S
RAMP - 50.8 SQ. FT. OF
6 CONCRETE FLATWORK
SURFACE APPLIED
TRUNCATED DOME
PANEL.
T.O.C. 6'4'6'�
/•a2 SCOPE Id2 SLOPE
FLOWLINE
CORNER CURB RAMP
(WITH TYPICAL 4' SIDEWALK fil
� city of
ALONG PROPERTY LINE) ubbock
SECTION VIEW
6'
-4' M/N. 5'-6' M/N.
� 24' M/N.
l:12 SLOPE' (MAXI
THICKNESS.
MIN/MUM FINISHED SURFACE APPLIED BITUMINOUS 3/'
THICKNESS TO BE 4'. TRUNCATED DOME EXPANSION JOINT AS
PANEL. REQUIRED BEHIND
CURB.
.-VARIES-
(10' TYPICAL)
SIDEWALK SLOPE REQUIREMENTS
LONGITUDINAL -- I:20 MAX.
TRANSVERSE -- 1:50 MAX.
SEE PLATE NO.36-16(A) FOR
GENERAL NOTES ON A.D.A.
RAMPS CONSTRUCTION.
R=I5' R-25'
PROPERTY LINE 6
RAMP - 50.8 SO. FT. OF
6 CONCRETE FLATWORK
6
SURFACE APPLIED
CURB & TRUNCATED DOME
GUTTER PANEL.
T.0.C.-6'-1--4'6'�
/d2 SCOPE Id2 SLOPE
FLOWLINE
FRONT VIEW
CORNER CURB RAMP (WITH vis'o
fl'u'�b 5-1 1
TYPICAL 5' OR 6' SIDEWALK bockPLATE
ALONG CURB BACK) TEXAS
36-15
DUMMY GROOVE JOINTS
EACH SIDE OF RAMP.
BITUMINOUS -%" EXPANSION
JOINT (FULL DEPTH) LOCATE
A ALONG BACK OF CURB
NEW CONSTRUCTION.
o�
.c'%
0
�vl
A
TOP OF CURB
YELLOW, SURFACE -APPLIED TRUNCATED DOME
�\2 PANELS AFFIXED, FOLLOWING MANUFACTURER'S
INSTRUCTIONS, TO PROPERLY CONSTRUCTED,
CURED AND PREPARED 4'CONCRETE SLAB.
CURB TO RAMP
DOWN IN 6' BOTH
SIDES OF RAMP.
IN RADIUS r MAINTAIN GUTTER
RAMPS SHALL BE CENTERED IN Ch G.RADIUS FLOWLINE.
TO THE MAXIMUM EXTENT PRACTICABLE.
[--4'MIN.�
IN STRAIMHT CA G% SAME NOTES APPLY AS
RADIUS PLAN VIEW AT
LEFT.
TYPICAL ADA
RAMP PLAN
4lubbo&
TEXAS
SHEET IOF 2
REVISED
5-11
PLATE NO.
36-16
4" MIN. -
THICKNESS.
MINIMUM FINISHED -
THICKNESS TO BE 4".
5'-6" MIN
SURFACE APPLIED
TRUNCATED DOME
PANEL.
SECTION A -A
CLASS A CONCRETE,
SHALL CONFORM TO SURFACE APPLIED
APPLICABLE TRUNCATED DOME
SPECIFICATIONS. PANEL.
- t"
4" MIN.
4" MIN. THICKNESS
THICKNESS
SECTION B•B
--Ir24" MIN._
BITUMINOUS 3/"
EXPANSION JOINT AS
REOUIRED BEHIND
CURB.
NOTES.
SURFACE -APPLIED, TRUNCATED DOME,DETECTABLE WARNING SYSTEM PANELS.USED HEREIN,SHALL BE MANUFACTURED
BY ADA SOLUTIONS (WWW.ADATILE.COM),OR APPROVED EOUAL,AND SHALL BE LAID TO WHERE THE DOMES ARE UP
AND THE LONG AXIS OF THE PANEL SHALL BE PERPENDICULAR TO THE DIRECTION OF TRAVEL.
RAMP TEXTURES SHALL CONSIST OF TRUNCATED DOMES SURFACES. TRUNCATED DOME DIAMETER,HEIGHT AND
SPACING SHALL COMPLY WITH THE TEXAS ACCESSIBILITY STANDARDS (TAS),ADMINISTERED BY THE TEXAS
DEPARTMENT OF LICENSING AND REGULATION (TDLR).TEXTURES ARE REOUIRED TO BE DETECTABLE UNDERFOOT.
SURFACES THAT WOULD ALLOW WATER TO ACCUMULATE ARE PROHIBITED.THE PANELS SHALL BE AFFIXED AT
THE PRESCRIBED LOCATION,TO THE PROPERLY CURED AND PREPARED CONCRETE IN THE MANNER,AND USING
THE MATERIALS,SPECIFIED BY THE MANUFACTURER.
THE RAMPS AND LANDINGS SHALL BE CONSTRUCTED FLAT,IN ONE PLANE.WITHOUT WAVINESS,HIGH/LOW SPOTS
OR WARP.THE CONCRETE WHERE THE SURFACE -APPLIED PANEL SHALL BE AFFIXED SHALL BE IN JUST SUCH
A CONDITION.IF DETERMINED TO BE NECESSARY AND APPROPRIATE BY THE ENGINEER,A HIGH SPOT IN THE
CONCRETE MAY BE HAND -MILLED WITH A GRINDER,JUST ENOUGH FOR FLATNESS,IF THE AREA TO BE GROUND
IS TO BE UNDER THE SURFACE -APPLIED PANEL.IF NOT.THE CONCRETE SHALL BE REMOVED AND PROPERLY
REPLACED AT THE CONTRACTOR'S EXPENSE.AFTER THE CONCRETE IS THOROUGHLY CURED,AND THE SURFACE
CORRECTLY PREPARED.THEN THE SURFACE -APPLIED PANELS SHALL BE PROPERLY AFFIXED TO THE CONCRETE.
ACCORDING TO THE MANUFACTURER'S INSTRUCTIONS.
SURFACE -APPLIED PANEL COLOR FOR THE RAMP SHALL BE A CONTRASTING COLOR THAT PROVIDES A LIGHT
REFLECTIVE VALUE THAT SIGNIFICANTLY CONTRASTS WITH THE ADJACENT SURFACES.THE COLOR OF THE
SURFACE -APPLIED PANELS SHALL BE SHOWN ELSEWHERE IN THE PLANS OR SPECIFICATIONS.IF NEEDED,
SURFACE -APPLIED PANELS SHALL BE SAWCUT ONLY AND A PANEL SHALL BE AFFIXED WITH A 108' GAP TO
ANOTHER PANEL.
ALL SLOPES SHOWN ARE MAXIMUM ALLOWABLE.THE LEAST POSSIBLE SLOPE THAT WILL STILL DRAIN PROPERLY
SHOULD BE USED.RAMP LENGTH OR GRADE OF SIDEWALK APPROACH MAY BE ADJUSTED AS DIRECTED BY THE
ENGINEER.TAS REOUIRED DIMENSIONS AND SLOPES ARE PARAMOUNT.IF SITE CONDITIONS PREVENT A RAMP
FROM BEING CONSTRUCTED. AS -DRAWN, TO WORK AS INTENDED AND COMPLY WITH THE REOUIRED SLOPES,THEN
THE RAMP CONSTRUCTION MUST BE ADJUSTED TO COMPLY WITH THE REOUIRED SLOPES.ALL CONSTRUCTION
QUESTIONS SHALL BE DIRECTED TO THE ENGINEER.
MAXIMUM ALLOWABLE CROSS -SLOPE ON SIDEWALK AND RAMP SURFACES 1S 27.ALL CONCRETE SURFACES SHALL
RECEIVE A LIGHT BROOM FINISH UNLESS NOTED OTHERWISE ON THE PLANS.ADD1T10NAL INFORMATION ON CURB
RAMP LOCATION,DESIGN,LIGHT REFLECTIVE VALUE AND TEXTURE MAY BE FOUND IN THE CURRENT EDITION
OF THE TAS.
SHEET 2 OF 2
REvISEO
TYPICAL 24" CURB aiyof 5-11
AND GUTTER SECTIONS ILibbOCk PLATE NO.
tEx"36-16 (A )
Design Standards and Specifications For Street Construction
Construction Details
9.5 Appendix
Section 9 161
0 A 041 rf4*#
city of
Lubbock
TEXAS
Approved Materials and Manufacturers List
Application For New Product(s)
Note: Incomplete applications will be returned unprocessed.
Date of Application:
A-1
Company Name
Address
Contact Person
Position
Phone Number
Email
Fax Number
Manufacturer
If not a licant
Supplier
If not applicant)
Product Nomenclature
Model No. Series
Description/Use of Product
Have you included a sample?
Would you like this sample returned?
List Testing
Certifications
(Required)
1.
List Attached
Items
(Provide five
copies of each)
1.
2.
2.
3.
3.
4.
4.
5.
5.
6.
6.
7.
7.
****Do not write below this line - - For City use only****
Application No. (Ex. 2011-01) Approved By:
Title:
❑ Accepted ❑ Rejected
Comments:
A-2.1
Restrained Joint Table for Bends
Minimum length to be restrained each side of bend (Feet):
PVC Pipe
Horiztonal Bends
Vertical Bends (Upper/Lower)
a
141
6
3
2
-
16/4
8/2
4/1
19
8
4
2
-
23/5
11 /3
6/2
25
11
5
3
-
30/7
15/4
7/2
30
13
6
3
-
36/8
17/4
9/2
-:
35
15
7
4
-
42/10
21/5
10/3
45
19
9
5
-
54/13
26/6
13/3
54
23
11
6
-
66/15
32/8
16/4
63
27
13
7
-
78/18
38/9T
19/5
D.I. Pipe
Horiztonal Bends
Vertical Bends (Upper/Lower)
11
5
-
9/3
5/2
3/1
(in.).
3
1
4=
15
6
3
2
-
12/4
6/2
3/1
8 r
19
8
4
2
-
16/6
8/3
4/2
23
10
5
3
-
19/7
10/3
5/2
27
12
6
3
-
23/8
11 /4
6/2
35
15
7
4
-
29/10
14/5
7/3
42
18
9
5
-
36/12
17/6
9/3
49
21
10
5
-
42/14
20/7
10/4
Table is based on Soil Type SC, Safety Factor 2, Trench Type 3, Depth of Bury 3 feet on
upper vertical bends and 6 feet on lower vertical bends, and Test Pressure of 100 psi.
Values derived from the EBAA Iron, Inc. Restrained Length Calculation Program.
City of Lubbock Water Utilities Engineering Department
Revised 3/11
Design Standards and Specifications for Water and Sewer
A-2.2
Restrained Joint Table for Tees
Minimum branch length to be restrained (Feet):
PVC Pipe
Branch Pipe
Run Pipe Size (in.)
Size (in.)
1
1
1
1
1
1
1
1
22
13
4
1
1
1
1
1
40
33
26
18
11
1
1
1
-
49
43
37
31
18
5
1
-
-
59
54
49
38
27
16
-
-
-
84
20
72
64
55
-
-
-
-
107
101
94
87
OEM=-
-
-
-
-
127
122
116
D.I. Pipe
Branch Pipe
Run Pipe Size (in.)
Size (in.)
1
1
1
1
1
1
1
1
12
7
2
1
1
1
1
1
21
18
14
10
6
1
1
1
-
26
23
20
17
10
3
1
-
31
29
26
12
15
8
-
-
44
42
38
34
26
-
-
-
57
53
50
46
MEN=-
-
-
-
67
64
61
Table is based on Soil Type SC, Safety Factor 2, Trench Type 3, Depth of Bury 3 feet, Test
Pressure 100 psi, and minimum restrained length of pipe along run on either side of tee of 5
feet. Values derived from the EBAA Iron, Inc. Restrained Length Calculation
Program.
Revised 3/11
City of Lubbock Water Utilities Engineering Department
Design Standards and Specifications for Water and Sewer
Restrained Joint Table for Reducers
Minimum length to be restrained on larger pipe (Feet):
PVC Pipe
Small Pipe
Large Pipe Size (in.)
Size (in.)
_
-
22
40
54
69
95
119
142
-
-
23
41
57
86
112
137
-
-
-
23
42
75
103
129
-
-
-
-
23
61
92
120
-
-
-
-
-
44
78
109
-
-
-
-
-
-
44
80
-
-
-
-
-
-
-
44
D.I. Pipe
Branch Pipe
Run Pipe Size (in.)
Size (in.)
-
12
21
29
36
50
63
75
-
-
13
22
30
46
59
72
-
-
-
12
22
40
54
68
-
-
-
-
13
32
49
63
-
-
-
-
-
23
42
57
-
-
-
-
-
-
23
42
-
-
-
-
-
-
-
24
Table is based on Soil Type SC, Safety Factor 2, Trench Type 3, Depth of Bury 3 feet, Test
Pressure 100 psi, and minimum restrained length of small size pipe to be 1/2 that listed
here. Values derived from the EBAA Iron, Inc. Restrained Length Calculation Program.
Revised 3/11
A-2.4