standard water dist. spec.3/19/1990STANDARD WATER DISTRIBUTION SPECIFICATIONS
ZERR ENGINEERING
ZAF & ASSOCIATES, P.A.
TABLE OF CONTENTS
SECTION
TRENCH AND BACKFILL
EXCAVATION AND EMBANKMENT
WATER SYSTEM PIPELINES
VALVES
CONCRETE WORK
MISCELLANEOUS ITEMS
BITUMINOUS CONSTRUCTION
CONCRETE PAVEMENT
CONCRETE MONOLITHIC CURB
CONCRETE CURB AND GUTTER
BASIS OF PAYMENT (General Paragraph)
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Approval No. 21234
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State of Kansas
Mike Hayden, Governor
`�� 7� Department of Heafth and Environment
\�� Division of Environment (913) 29&1535
Stanley a Ghent, Ph.D., Secretary Forbes Field, Bldg. 740, Topeka, KS 666200002 FAX (913) 2868217
March 19, 1990
Mr. Elmer Zerr, PE
ZAF 6 Associates
PO Drawer M
Colby, Kansas 67701
Re: Standard Water Main Specifications #21234
for Salina, Kansas
Dear Mr. Zerr:
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We have given approval to the set of standard specifications you have submitted
to this office. We are keeping a copy for our files. Please reference Standard
Specifications #21234 for future projects.
rAny future additions or revisions by this Department to "Policies Governing the
Design of Public Water Supply Systems in Kansas" must be addressed by addendum
to these standard specifications. Any special structures such as booster pump
' stations, water towers, etc. must be addressed by addendum to the standard
specifications and submitted with the plans.
�- If you have any questions, feel free to contact me at (913) 295-5505.
Sincerely volirg.
dZ
Steve'Gyorog
Environmental Engineer
Public Water Supply Section
Bureau of Water
SG: 1v
pc: North Central District
' Chaffee KoNgaberg, Jr., M.D., M.P.H., James Power, P.E., Lorne Phillips, Ph.D., Roger Carlson, Ph.D.,
alredw of HUM Director of Environment Director of Information Director of the Kansas Health
(913) 2961343 (913) 296.1535 Systems and Environmental Laboratory
(913) 296-1415 (913) 296-1619
SECTION - TRENCH AND BACKFILL
1. GENERAL
Work under this section consists of trenching and backfilling
for sanitary sewer, storm sewer and water pipelines. The work
includes' disposal of excess excavated materials, waste materials,
and all debris necessary to permit construction of the various
items in the project; and all miscellaneous and incidental work
in connection with trenching and backfilling to the lines and
grades shown on the drawings and in accordance with these
specifications.
2. SITE PREPARATION
Trees, shrubs, heavy growth of weeds of other vegetation,
sod, and other debris shall be removed from the area where
trenching is shown; such removal may be by burning, stripping,
or other satisfactory methods. Strippings, large roots, and
other debris shall be transported off the site of construction
and not incorporated in, or covered by, backfills.
3. SURFACEDRAINAGE
Surface_ drainage shall be diverted away from open trenches
prior to completion of the work therein. The Contractor shall
remove surface water which accumulates in trenches and shall
restore the pipe bedding to original bearing values at no
additional expense to the Owner.
4. SHORING AND BRACING
The Contractor shall furnish and install all shoring, bracing,
and blocking required to preserve and maintain trench walls in a
stable condition, to protect existing pipelines, and to provide
for the safety of his workmen and the general public. All items
of shoring and bracing shall be progressively removed as backfilling
proceeds.
5. TRENCH EXCAVATION
Trench excavation shall be "open cut", except as otherwise
permitted under obstructions. Banks shall be kept as nearly
vertical as possible. Trenches shall not be less than twelve (12)
inches, nor more than sixteen (16) inches, wider than the outside's
diameter of the pipe to be laid therein; and shall be excavated
true to line and grade, with bell holes to accommodate joints or
couplings and insure the pipe resting for its entire length upon
the pipe bed. Except where material unsuitable for pipe bedding
is ordered removed, care shall be taken to avoid excavating below
the designated depth. Removal and replacement of street surfacing
shall be included in the trenching item, except when removal and
replacement of street surfacing is designated as a bid item.
6. TRENCH BACKFILL
All trenches and excavation shall be backfilled with suitable
material, in a manner that will not disturb the pipe, and in such
a manner as to completely fill the void below the spring line of
the pipe. The material shall be carofully deposited and
satisfactorily tamped in uniform layers not greater than six (6)
inches thickness until the backfill reaches the top of the pipe.
The remainder of the trench shall be backfilled either in uniform
layers not exceeding twelve (12) inches in thickness and
satisfactorily tamped, or by filling the trench and settling by
satisfactory methods of jetting or flushing. Jetting or flushing
shall continue until no further settlement occurs, after which,
the Contractor shall compact the final three (3) feet of backfill
by hand or machine until no further settlement occurs. Depth of
lifts in the final three (3) feet of backfill shall be governed
' by the capacity of the equipment in use. In no case shall the
final three (3) feet be compacted in one lift unless it be with
a hydra hammer or equal machine. Where the depth of the trench
is such that less than three (3) feet remains from the top of
'. the pipe to the normal ground, the compaction after jetting or
flushing shall begin at the top of the pipe. Excess material
shall be rounded over the center line of trench in a neat crown.
No separate payment shall be made for backfill trench in this
manner.
' 7. SPECIAL TRENCH COMPACTION
a Backfilling of trench which is in a street or proposed
streets, or as directed by the Engineer, shall be placed in
layers and compacted by means of suitable equipment. Each
layer shall be compacted to a density equal to or greater
than 95 percent of the maximum density of the soil. Each
' layer shall contain only that amount which will insure
proper compaction, but in no case shall any layer be greater
than eight (A) inches, (loose measurement) in depth.
The moisture content of: soil to he used shall be uniform and
' shall be such that a density of 95 percent of maximum density
can be obtained. The Engineer may perform field density tests
at any location or depth as he feels necessary. When the
field density does not meet the required percentage of standard
density, the material shall be removed, moisture content
adjusted, and the compaction process shall be repeated until
density requirements are met. All costs for retesting shall
'- be at the Contractor's expense.
b. The Contractor at his option may use the following method.
Trenches within the limits of streets or proposed streets shall
be entirely backfilled with sand having a maximum size of 1/2
inch. Trenches shall then be thoroughly flushed or jetted
until all the sand is completely inundated, following which
the sand shall be further consolidated by the use of approved
internal vibrators. Backfilling, inundating, and vibrating
' shall be repeated until the trench has been completely
backfilled to subgrade elevation and no further settlement
occurs. The top surface of inundated sand backfill shall be
' maintained undisturbed until covered by the pavement.
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8,. CLASSIFICATION
All trenching shall be unclassified and shall include any
and'all materials, including ground water, encountered during
construction. The Contractor shall obtain additional information
to satisfy himself that his proposal includes all costs which may
be incurred in the trenching of the project.
SECTION - EXCAVATION AND EMBANKMENT
1. GENERAL
Work under this section consists of excavation for manh6les;
excavItion and backfilling Por structures; excavation and embankment
for channels and dikes; and grade changes for roads, sidewalks, alleys
and streets. The work includes disposal of excess excavated materials
waste materials, and all debris necessary to permit construction of
the various items in the project; and all miscellaneous and
incidental work in connection with excavation and embankment to
the lines and grades shown on the drawings and in accordance with
these specifications.
I 2. SITE PREPARATION
Trees, shrubs, heavy growth of weeds or other vegetation, sod,
and other debris shall be removed From the area where construction
is shown; such removal may be by burning, stripping, or other
' satisfactory methods as authorized by the Engineer. Strippings,
large soots, and other debris shall be transported off the site
of construction and not incorporated in, or covered by, backfills
Ior embankments.
3. SURFACE. DRAINAGE
Surface drainage shali be diverted away from open excavations
prior to completion ut the work therein. The Contractor shall
remove surface water which accumulates in excavations and shall
restore the subgrade to original bearing values at no additional
expense to the Owner.
4. SHORING AND BRACING
The Contractor shall furnish and install all shoring, bracing,
and blocking required to preserve and maintain exposed excavation
faces, to protect existing facilities, and to provide for the
safety of his workmen and the general public.
5. MANHOLE EXCAVATION
Excavation for manholes shall be cut sufficiently outside the
neat lines of the structure to allow for all construction,
installation of piping, and for inspection; but in no case shall
the excavation be more than two (2) feet outside the neat, vertical
' lines of the manhole. Care shall be taken to prevent overdepth
excavation, except as ordered by the Engineer for removal of
unstable subgrade material. Any overdepth excavation shall
' be filled with concrete or with approved backfill material;
no extra payment will be made for such additional concrete or
subgrade restoration.
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6. STRUCTURE EXCAVATION
Excavation for structures shall be cut sufficiently outside 11
the neat lines of the structure to allow for all construction and
installation including forms and falsework, connection of piping,
and for inspection. Care shall be taken to prevent overdepth
excavation except as ordered by the Engineer for removal of
unstable subgrade material. Any overdepth excavation shall
be filled with concrete or with approved backfill material;
no extra payment will be made for such additional concrete
or subgrade restoration. Subgrade under slabs may be topped
out with sand if entirely confined and placed to prevent
displacement under pressure. Sand shall be not less than
two (2) inches in depth, screeded to grade, completely dry
or inundated, and covered with waterproof membrane.
7. STRUCTURE BACKFILL
After completion of construction below original ground
surface, all forms, shoring, and bracing shall be removed and
the excavation cleaned of trash and debris. Material for
structure backfilling shall consist of approved material
from the excavation or from borrow sources and shall be free
from trash, lumber, and excessive amounts of organic matter.
The backfill material shall be placed in layers or lifts, and
each layer shall be uniformly compacted to a density not less
than thatlof adjacent undisturbed earth. Water settlement may
be used only if proper compaction can be obtained by this method,
and provided that proper precautions are taken to prevent
displacement of the structures by buoyancy when submerged in water.
8. COMPACTED FILLS AND EMBANKMENTS
Fills and embankments shall be constructed of approved materials
and shall be compacted by rolling, tamping, or other methods approved
by the Engineer, until the entire fill has attained a density equal
to the specified compaction limits. Embankments shall be placed in
layers, not to exceed six (6) inches prior to compaction; and shall
have a moisture content not less than two (2) percent below optimum
moisture for the material used, and not more than two (2) percent
above the optimum. Compaction shall be maintained at a minimum
of 95 percent of maximum Proctor Density. The top soil shall be
stockpiled and used as a finish topping for the embankments so
that seeding can be done. If sand lenses or layers are encountered
at the finish grade, the lenses or layers shall be excavated a
minimum of twelve (12) inches below finish grade and backfilled
with approved material.
9. SITE GRADING
Upon completion of the excavation and construction of the
compacted embankments, the entire site of the work shall be
graded to smooth uniform slopes. Embankments shall be graded
and shaped to the typical sections shown on the drawings.
Waste areas shall be broken down and rough graded, presenting
no obstructions to natural drainage.
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SUBGRADE TREATMENT
a. Preparation
The subgrade shall be brought to lines, grades, and
typical section shown on the plans as hereinafter described.
All soft and yielding material and other portions of the
subgrade which will not compact readily when rolled or
tamped, shall be removed and all loose rock or boulders
found in the earth excavation shall be removed or broken
offito a depth of not less than six (6) inches below the
surface of the subgrade. All holes or depressions made
by the removal of this material shall be filled with approved
material and the whole subgrade brought to line and grade and
compacted. If the surface of an old stone, gravel, or
bituminous roadbed conforms approximately to the surface of
the finished subgrade, where reconstruction of the base course
is not provided for, it shall be scarified as directed, to a
uniform depth and for the full width of the subgrade surface,
to a depth sufficient to eliminate all depressions and to
permit uniform reshaping. Minimum depth of scarification
shall be six (6) inches.
b. Compaction
Compaction shall. be at a minimum rate of 95 percent
maximum Proctor Density. The entire subgrade shall be
thoroughly compacted by rolling with sheepsfoot rollers
or tandem power rollers weighing between five (5) and
r eight (8) tons. Any portion of the subgrade that is not
accessible to a roller shall be compacted thoroughly
with hand tampers. The rolling and tamping operations
' shall include adequate blading to prevent ridges or
depressions in the finished subgrade.
When sufficient moisture does not exist in the soil
or earth material to provide thorough bonding under rolling,
a sufficient amount of water shall be added to the soil before
it is rolled or tamped to insure thorough bonding during the
' compacting process.
11. CLASSIFICATION
' All excavation shall be unclassified and shall include any
and all materials encountered during construction. The Contractor
shall obtain additional information to satisfy himself that his
' proposal includes all costs which may be incurred in the excavation
required for the project.
' 12. TESTING
The Engineer shall determine the location and number of
field density tests that shall be required. The Contractor shall
' be responsible for the costs of any retests required due to
failure of the initial tests.
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SECTION - WATER SYSTEM PIPELINES
1. GENERAL
Pipelines for water systems shall conform to the following
specifications and shall be installed at the locations indicated
on the drawings.
I Prior to the installation of.any pipe on the project, the
Contractor shall be required to•furnish in writing, proper
certification from the manufacturer or a recognized testing agency,
' that the pipe fulfills every requirement of the specifications set
forth above.
' b. Ductile Iron Pipe (DIP)
Ductile iron pipe shall conform to AWWA Specifications.
The pipe shall be Class 50, mechanical joint, and similar in
' characteristics to that specified in 3a.
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C. Pipe Joints
2. TRENCH AND BACKFILL
Cast iron pipe
Trench excavation and backfill
shall conform to the requirements
mechanical joint,
of the Section entitled "Trench and
Backfill". Minimum depth of
'
cover shall be four feet (4') below
the finished grade.
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3. IRON PIPE
C-111.
a. Cast Iron Pipe (CIP)
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d. Pipe Fittings
Cast iron pipe
Cast iron pipe shall conform to
AWWA Specification C-106 or
AWWA Specification
cast iron ductile pipe shall conform
to AWWA Specification C-151.
of the class
All pipe shall have standard tar coating exterior and cement -lined
working pressures.
interior AWWA Specification C-104.
All pipe shall have a minimum
have standard
bursting tensile strength of 21,000
p.s.i. and 45,000 p.s.i. modulus
of rupture. Thickness design if based
on Laying Condition "A" or
C-104.
"Type I". All cast iron pipe shall
be mechanical joint.
I Prior to the installation of.any pipe on the project, the
Contractor shall be required to•furnish in writing, proper
certification from the manufacturer or a recognized testing agency,
' that the pipe fulfills every requirement of the specifications set
forth above.
' b. Ductile Iron Pipe (DIP)
Ductile iron pipe shall conform to AWWA Specifications.
The pipe shall be Class 50, mechanical joint, and similar in
' characteristics to that specified in 3a.
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C. Pipe Joints
Cast iron pipe
joints may be
flanged.end,
mechanical joint,
or approved push -on
type joint.
Pipe joints
shall conform to
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AWWA Specifications
C-111.
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d. Pipe Fittings
Cast iron pipe
fittings shall
conform to
AWWA Specification
C-110, and shall be
of the class
required by
working pressures.
All fittings shall
have standard
tar -coating
exterior and cement -
lined interior, AWWA
Specification
C-104.
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e. Ilnsltallation of Cast Iron Pipe or Ductile Iron Pipe
And Fittings
Cast iron pipe, ductile iron pipe, fittings, and accessories
shall be handled in such a manner as to insure delivery at the
site of the work in sound, undamaged condition. Particular care
shall be taken not to injure the pipe coating. No other pipe or
material of any kind shall be placed inside of any pipe or fitting.
Cutting of pipe shall be done in a neat and workmanlike manner by a
method which will not damage the pipe. Before installation, the
pipe shall be inspected for defects. Any defective, damaged, or
unsound pipe shall be rejected. All cast iron pipe and fittings
shall be installed in accordance with the manufacturer's
instructions, and shall be layed in a flat bottom trench with
compacted backfill.
4. PLASTIC PIPE (PVC)
All plastic pipe and fittings shall meet AWWA Standard C900-75
for Polyvinyl Chloride (PVC) Pressure Pipe. The pipe shall be
' gasketed type, Class ** , SDR**, Schedule **, of the diameter shown
on the plans. Proper certification from the Manufacturer or qualified
testing laboratory shall be submitted to the Engineer prior to any
pipe installation or payment of invoiced material. Elastomeric seals
(gaskets) shall meet ASTM Specification F-477-76. All pipe and
appurtenances delivered to the project shall be stored in a manner
which will insure the minimum amount of breakage and/or damage.
rAll pipe and fittings shall be installed at a minimum of four feet (4'
■ bury or as directed by the Engineer.
5. FITTING BLOCKING
All tees and plugs, and all bends deflecting the alignment of
' six inch (6") and larger pipe lines by 22-1/2 degrees or more,
shall be blocked against undisturbed earth to prevent the pressure
I and velocity from displacing the fitting. Blocking shall be
constructed of concrete poured against the undisturbed trench wall,
forming a'solid bearing area at least three (3) times the pipe
diameter vertically, and at least four (4) times the pipe diameter
I horizontally; all dimensions to be symmetrical from the center of
the fitting, and the bearing place normal to the direction of the
displacing pressure. Minimum thickness of the blocking shall be
four (4)pipe diameters.
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r6. WATER SERVICE LINES
Water service lines may either utilize a curb stop or meter
box arrangement.
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** Minimum of Class 160, SDR 26, or Schedule 40. Actual values
will depend on pressure requirements for a particular project.
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a. Curb Stops
Water service lines shall be Type K tubing, of the diameter
shown on the plans, and shall originate with appropriate tapping
in the main and suitable adapter for compression -type fitting
connection. The Engineer shall furnish the Contractor with stakes,
set on Station and at the approximate lateral distance of one foot
(1') in back of the curb. It shall then be the final responsibility
of the Contractor to establish, within the prescribed limits and
after the curb and gutter or monolithic curb is in place, the curb
box over the curb cock. The Contractor shall then form and place
concrete four inches (4") thick, rectangular in shape, and beginning
at the back of the curb and extending six inches (6") in all directions
from the curb box. Said concrete shall conform to the finished grade
of the parking or sidewalk, shall be of a quality equal to or better
than specified for sidewalks, and shall be finished in the manner
specified for sidewalks. It shall be the responsibility of the
Contractor that all service lines are inspected by the City Plumbing
Inspector prior to backfilling of the trench.
b. Meter Box
Water service lines shall be Type K tubing, of the diameter
shown on the plans, and shall originate with appropriate tapping
in the main and suitable adapter for compression -type fitting
connection. The meter stop and fitting, adjacent to the meter,
shall have a swivel nut connection to the meter. The meter shall
be a Hays, 5/8" x 3/4", or equivalent. The tubing, fittings,
corporation stop, meter stop, and meter shall be constructed as
shown on the plans. The meter box shall be CMP, 14 ga. min., of
the diameter and length shown on the plans. Pre-cut meter foam
insulation (3" thickness, min.) shall be installed in all meter
boxes. The meter box cover shall be cast iron and shall be marked
"water". Any variation of the installation schematic shown on the
plans shall be approved by the Engineer.
7. CONNECTION TO EXISTING SYSTEM
At locations indicated on the drawing, the Contractor shall
connect the new extensions into the existing system, using
appropriate fittings as required. Each connection shall be made
only after notification of water customers within the valved off
portion, giving the time and approximate period of interrupted
service. Contamination of the existing system shall be avoided
by elimination of water from the muddy trench and the liberal
use of approved disinfectant introduced into the opened pipe line
and into new fittings or pipe. The completed connection shall be
flushed clean with water from the existing system by manipulating
valves in such a way that contaminated water does not backflow
into the existing system; flushing to continue until all discolored
water is eliminated.' The valve shall be closed on the new extension
and the existing system restored to service as soon as possible
after flushing. In no case shall water from the new extension be
allowed into the existing system prior to chlorination and flushing
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of the extension as hereinafter specified. It shall be the
Contractor's responsibility to determine, well in advance of
the actual cutting in operations, the type and quantity of all
' fittings required to make each connection to the existing system.
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8. TESTING
All -joints in pressure pipe lines shall remain exposed until
'- the pipe has been pressure tested at 50 pounds in excess of the
computed static pressure at the point of reading. When all joints
being subjected to test are found tight at this excess pressure,
in the presence of the Engineer, the test may be stopped and back-
filling commenced. The cost of testing the pipe lines shall be
borne by the Contractor, who shall furnish all equipment necessary
for the tests.
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a. Leakage
Leakage is defined as that amount of water necessary to be
added to the pipe line to maintain the specified leakage test
pressure during the entire 60 -minute testing period.
b. Permissible Leakage
No pipe installation will be accepted until the leakage is
' less than the number of gallons per hour as determined by the formula:
L __ ND FP
' 7,400
'. in which L equals the allowable leakage, in gallons per hour;
N is the number of joints in the length of pipeline tested;
D is the nominal diameter of the pipe, in inches; and P is the
average test pressure during the leakage test, in pounds per
square inch gauge.
Should any test of pipe laid disclose leakage greater than that
specified above, the Contractor shall at his own expense locate
and repair the defective joints until the leakage is within the
specified allowance.
' c. Flushing and Chlorination
Before being opened to service, newly laid pipe shall be
flushed, sterilized and reflushed. The introduction of water
into new extension shall be planned carefully to prevent back-
flow into any portion of the existing system. Sterilization
of new pipe lines shall consist of introducing into lines a
chlorinated solution of not less than 100 ppm; contact period
not less than 12 hours; and free chlorine residual at the end
of the contact period, not less than 24 ppm at any chosen test
' points. Following chlorination, all treated water shall be
flushed from the system.
9. PIPE INSTALLATION LIMITATIONS
Field surveys indicate no pollution sources along the routing
of the piPe,line. The following separation of water main and
pollution'sources shall be met:
I a. Horizontal Separation
1. A minimum distance of 25 feet shall be maintained
between all potable water lines and all septic tanks,
I waste stabilization ponds or open sewage discharge
locations.
2. Under no circumstances shall a water line extend
through a septic tank tile absorption field, or feedlot.
All.water lines shall be located a minimum of 25 feet
from the farthest known extent of any sewage absorption.
3. A minimum horizontal distance of 10 feet shall be
maintained between parallel water and sewer lines.
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b. Vertical Separation
1. When it is necessary for any water line to cross a
sewer line, the sewer line shall be constructed of cast
iron,ductile iron or solvent welded approved plastic
pipe 10.feet either side of the water line unless the
r water line is at least two feet (2') clear distance
above the sewer line.
' 2. When it is necessary for any water line to cross a
sewer drain including an open drain ditch, the sewage
flow shall be encased in a cast iron or approved plastic
pipe for at least 10 feet on each side of the water main.
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' 3. CHECK VALVES
Chec valves shall be designed for 125 -pound working pressure.
Check valves shall have an iron body and a fully bronze -mounted
iron gate. The faces of both the seat and ring shall be fully
machined to form a watertight joint.
4. FLAP VALVES
' Flap valves shall be AWWA approved patter, and shall have an
iron body and a bronze -mounted iron gate.
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5. SMALL VALVES
Small valves on steel or wrought iron piping shall be brass;
_ have threaded connections; and be standard commercial patterns of
the type indicated or required, suitable for working pressure of
125 -pounds.
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SECTION - VALVES
2. GATE
VALVES
1. GENERAL
Gate
valves shall
Valves shall be furnished and installed
where called for on
'
the drawings, and shall be the same size as
the pipeline in which
bronze mounted, double disc, paralled
they are placed. Valves shall have the same
type of joint'as used
non -rising
in the pipeline unless otherwise shown. All
valves shall be
Flanges
factory tested to double working pressure.
Each valve shall have
faced and drilled
the working pressure and the manufacturer's
name or initial cast
on the body. All valves shall open when turned
to the left.
manufactured by Mueller, Clow, American -
Darling,
or approved
When installed with a valve box, valves
shall be equipped with
a two-inch (2") square wrench nut or with extension
stems terminating
approximately 48 inches below the surface to
permit use of the
operating wrench.
' 3. CHECK VALVES
Chec valves shall be designed for 125 -pound working pressure.
Check valves shall have an iron body and a fully bronze -mounted
iron gate. The faces of both the seat and ring shall be fully
machined to form a watertight joint.
4. FLAP VALVES
' Flap valves shall be AWWA approved patter, and shall have an
iron body and a bronze -mounted iron gate.
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5. SMALL VALVES
Small valves on steel or wrought iron piping shall be brass;
_ have threaded connections; and be standard commercial patterns of
the type indicated or required, suitable for working pressure of
125 -pounds.
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2. GATE
VALVES
Gate
valves shall
be AWWA approved pattern, 150 -pound
working
'
pressure,
iron body,
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bronze mounted, double disc, paralled
seat,
non -rising
stem type,
equipped with a square wrench nut.
Flanges
shall be
faced and drilled
to American 125 -pound standard.
All
gate valves
shall be
manufactured by Mueller, Clow, American -
Darling,
or approved
equal.
' 3. CHECK VALVES
Chec valves shall be designed for 125 -pound working pressure.
Check valves shall have an iron body and a fully bronze -mounted
iron gate. The faces of both the seat and ring shall be fully
machined to form a watertight joint.
4. FLAP VALVES
' Flap valves shall be AWWA approved patter, and shall have an
iron body and a bronze -mounted iron gate.
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5. SMALL VALVES
Small valves on steel or wrought iron piping shall be brass;
_ have threaded connections; and be standard commercial patterns of
the type indicated or required, suitable for working pressure of
125 -pounds.
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6. BUTTERFLY VALVES
All butterfly valves shall be of the tight closing, rubber
seat type with rubber seats which are recess mounted and securely
fastened to the valve body. Valves shall be bubble tight at rated
pressures and shall be satisfactory for applications involving
valve operation after long periods of inactivity. Valve discs
shall rotate 90° from the full open position to the tight shut
position. Valves shall meet the full structural requirements of
the applicable classes of AWWA Specifications C504. All valves
shall be Henry Pratt Company "Groundhog" or approved equal and
shall have flanged ends.
7. VALVE BOXES
Valve boxes shall be telescoping cast iron, of standard
diameter, to allow access and operation of a valve wrench,
installed such that the elevation of the top of the box matches
the existing surface, unless specifically designated otherwise
on the plans. For all valve diameters, the Contractor shall
provide a long-stemed, tee handled extension wrench, of a length
equal to bury depth plus three feet (3'), for every twenty-five
(25) meters, or fraction thereof, installed. Valves utilized in
fire hydrant assemblies and/or wellhouse water meter assemblies
shall be included in the above totals. The valve box cover shall
be cast iron and be marked "water".
8. FIRE HYDRANT ASSEMBLY
The fire hydrant assembly shall include a fire hydrant, gate
valve, piping and fittings, and appropriate valve box. The valve
shall be AWWA approved pattern, 150 -pound working pressure, iron
body, bronze mounted, double disc, parallel sear, non -rising stem
type, equipped with a square wrench nut. Flanges shall be faced
and drilled to American 125 -pound standard. All gate valves shall
be manufactured by Mueller, Clow, American -Darling, or approved
equal.
Valve boxes shall be cast iron, of extension type, of suitable
length and diameter to accommodate the respective valves to a
bury depth of four feet (4'), and equipped with a removable
cast iron cover marked "Water".
The fire hydrants shall conform to the Mueller Centurian 3 -Way
No. 423 hydrant. The hydrant shall have a mechanical joint inlet,
National Standard threads, and proper barrel length to insure a
I� bury depth of four felt (4'). Fire hydrants shall be of the post
style compression type, conforming to AWWA Standard #C502, suitable
for 150 -pound working pressure, tested and guaranteed for 300 -pounds
pressure, with a breakaway flange located just above the bury line.
All hydrant outlets shall be provided with nozzle caps which will
be secured to the hydrant barrel with non -kink chain. The nut on
each cap shall be identical in size and shape as the hydrant
operating nut. The operating nut shall open left. The hydrant
drain system shall be sealed and will automatically flush with
each hydrant operation. Each hydrant shall have a safety traffic
flange and shall allow the hydrant barrel to be rotated 360° so
the hydrant nozzle will face the street. All fire hydrants shall
be painted red above the ground line. All fire hydrants shall be
furnished with two (2) 2 -1/2 -inch hoze nozzles. .
The location of the fire hydrant and gate valve, with respect to
each other, shall be as shown on the plans or as directed by the
Engineer. All hydrants installed shall be of the same model and
manufacturer. The Contractor shall provide a minimum of five (5)
sets of wrenches to operate the hydrants prior to acceptance of
the installed assemblies.
9. AIR RELEASE VALVE
Air release valves shall be brass in composition. The valve
shall be AWWA approved and designed for a 125 -pound working
pressure. Locations of the valve installations shall be as
shown on the plans or as directed by the Engineer.
10. WELLHOUSE WATER METER ASSEMBLY
Wellhouse water meters shall be McCrometer mainline tube
meter with integral straightening vanes, MG904, grooved end
for dresser couplings, or equal. The meter shall have a
nominal operating range of 50-600 gpm. The meter shall be
installed as shown on the plans. The Contractor shall provide
a blank plate for every meter installed to facilitate meter
repair and maintenance.
The Contractor shall provide and install a minimum of six (6)
16" x 8" x 8" masonry blocks to support the piping, meter, and
valve in the manhole.
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SECTION - CONCRETE WORK
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1. GENERAL.
o�ncreie shall consist of cement, coarse aggregate, fine agg-
regate, approved admixture, and water proportioned and mixed to
produce a plastic workable mixture suitable to specific conditions
of placement, and in accordance with the following specifications.
All reinforcement and embedded items shown and detailed shall be
installed and secured in place prior to placing concrete.
2. STRENGTH OF CONCRETE.
Concrete shall have a minimum strength of 3000 pounds per
square inch at the end of 28 days, determined in accordance with
the latest ASTM Designations for preparation of test specimens
and for compressive strength. The operating mix shall be adjusted
if the seven (7) day strenoth falls below 2500 pounds per square
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inch. Water-cement ratios and cement content shall fall within
the specified ranges. Concrete made from high-early strength
cement shall have a seven (7) day strength not less than the
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specified minimum twenty-eight (28) day strength for standard
Portland cement concrete.
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3. SAMPLING AND TESTING.
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All materials are subject to testing and inspection prior to
incorporation in the work; all samples and test speciments shall
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be truly representative of the material proposed to be furnished.
4. PORTLAND CEMENT.
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apA proved brand of standard Portland cement, conforming to
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the latest ASTM Designation, shall be used; or, when so authorized,
high-early strength Portland cement conforming to the latest ASTM
Designations. The use of special cements or those containing
interground admixtures will not be permitted.
5. AGGREGATES.
x� aggregate shall be predominantly siliceous material con-
sisting of hard, durable pebbles, or stone pieces free from adherent
coating, mixed with sand. Sand-gravel composing mixed aggregate in
whole or in part shall be a granular material resulting from the
natural disintegration of siliceous and calcareous rocks. Sand-
gravel for mixed aggregate shall be free from injurious amounts
of organic impurities and alkali. Mixed aggregate used for con-
crete construction shall meet all of the other applicable
require-
ments of this section. The coarse aggregate used for sweetening
of mixed aggregate must comply with the applicable requirements
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of this section. The portion of mixed aggregate passing the 3/8"
sieve, when subjected to the mortar tests in which high-early
strength cement is used in the place of standard Portland cement,
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shall have•a compressive strength at the age of 24 and 72 hours
of not less than 100 percent of that developed by mortar of the
same proportions and consistency made of the same cement and
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standard Ottawa sand.
Fine aggregate shall consist of sand; a fine, granular material
resulting from the natural disintegration of siliceous and calcareous
rocks. It shall be composed of clean, durable particles, free from
adherent coatings; shall be free from injurious amounts of organic
impurities; and shall be free from injurious amounts of alkali.
Fine aggregate, when subjected to the mortar strength tests in
which high -early strength cement is used in place of standard
cement, shall have a compressive strength at the age of 24 and
72 hours of not less than 100 percent of that developed by mortar
of the same proportions and consistency made of the same cement
and standard Ottawa sand.
Coarse aggregate shall consist of crushed stone, crushed flint,
chat from lead and zinc mines, or combinations thereof. These aggre-
gates shall be composed of hard, durable pieces, free from adherent
coatings and conforming to the requirements of this section. Coarse
aggregate shall have a loss -ratio of not less than 0.90 when sub-
jected to 25 cycles of freezing and thawing and tested as outlined
in the Standard Specifications of the State Highway Commission of
Kansas. The percentage of loss for any aggregate composing the
coarse.aggregate shall not exceed 50 when tested by the Los Angeles
Abrasion Test Method. The soundness and wear requirements shall
not apply to material for use in mixed aggregate which does not
contain more than 10 percent of material retained on the No. 8 sieve.
Sand -gravel or sand, which is used in mixed aggregate and not tested
for soundness and wear, shall comply to the mortar strength require-
ment as set out in this section.
The equipment and methods used for stockpiling aggregates and
for removing the aggregates from the stockpiles shall, in the opinion
of the Engineer, be such that no degradation or segregation of the
aggregate will result and that no foreign material will be incor-
porated into the aggregate. Coarse aggregate which has been segre-
gated shall be rejected or remixed. After remixing it can be accepted,
providing successive tests show uniformity as to gradation. When, in
the opinion of the Engineer, it is necessary to provide uniform moisture
conditions, aggregates shall fie stockpiled until successive tests
indicate a desirable moisture content throughout the stockpile.
Aggregates known to damage concrete by expanding when exposed to
moisture will not be used.
6. WATER.
The mixing water shall I.,e clean, clear, odorless, and fit to
drink. If of questionable quality, test under AASHO Method applicable.
7. CEMENT STORAGE.
Bu cfcl cement shall be used direct from cars. Package cement
shall be stored in a dry, weathertight, and ventilated building..
Each shipment shall be identified and arranged for easy access and
inspection; and shall be turned and restacked to prevent sack sett-
ing, if not immediately used.
8. AGGREGATE STORAGE.
I� toC pt es s a be free -draining;
lifts or layers to prevent segregation
or other properly prepared sites which
' objectionable materials; and protected
during severe weather.
9. PROPORTIONING.
oncrete s a 1 be proportioned
materials being measured by weight,
as 94 pounds and 1 gallon of water
constructed in horizontal
of sizes; placed on boards
will prevent inclusion of
from frosting and freezing
with the following limits; all
considering 1 sack of cement
as 5.33 pounds.
MINIMUM MAXIMUM
Cement content, sack per cubic yard 6.0 7.0
concrete
Total water, gallons per sack 5.0 6.00
Weight of combined aggregate, pounds 120.0 ----
per cubic foot
Compressive strength of concrete, 3000.00 ----
pounds per square inch
Coarse Aggregate 27% ---�
Slump, inches ---- 4.00
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Weight of freshly mixed concrete, 140.0 ----
pounds per cubic foot
Entrained air 4% 6%
10. 'PRELIMINARY DESIGN MIX.
The Contractor shall have an approved testing laboratory make
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trial batches from a preliminary design mix. The design mix lab-
oratory report shall include the following data: Proportional
weights of materials; specific gravity of all materials; weight
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of each material required per sack of cement; yield of concrete
per sack of cement; weight in pounds per cubic foot of freshly
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mixed c;ncrete; weight of combined aggregate in pounds per cubic
foot; also, 7 -day and 28 -day compressive strength of concrete
obtained from preparation of standard 6 -inch by 12 -inch test
cylinders. The basic operating mix shall be designed on the basis
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of the above information.
11. OPERATING MIX.
Batching and weighing devices shall provide positive means of
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regulation and control; shall be accurate within 0.5 percent for
aggregates and bulk cement; and all such devices and methods of
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operating shall be subject to inspection and approval. When pack-
aged cement is used, batch weights shall be proportioned to use
whole sacks of cement. When batch trucks are used, each batch
compartment shall be charged with all dry ingredients for one batch.
The exact proportions of the basic mix may be varied in the field
within the limits specified above, in order to obtain concrete
having the specified strength and other desired characteristics.
The batch weights of the aggregates may be adjusted, as required,
to insure use of the proper proportions of aggregates which will
produce workable concrete having proper slump. The Contractor
may improve the gradation of the aggregates to produce concrete
of proper consistency. However, the Contractor will not be com-
pensated for any improved aggregates or additional cement required
by reason of such adjustment.
12. CORRECTIONS FOR AGGREGATE MOISTURE.
The amount of water added at the mixer shall be adjusted for
moisture contained on the surface of aggregates and for absorptive
qualities of the aggregates. Absorption of aggregates shall be
determined by applicable AASHO Methods. Batch weights of coarse
and fine aggregates shall be adjusted to compensate for moisture
contained at time of use.
13. YIELD TEST.
Cement content of the concrete shall be determined by yield
tests conducted under the applicable ASTM Designations. If the
cement content falls outside the specified limits, batch weights
shall be adjusted until the concrete conforms to the requirements.
The cement content specified above shall be determined from a
yield test which shows the relationship between the volume and
total weight of a batch of concrete, based on the weight of 1/2
cubic foot of freshly nixed concrete compacted in a manner to
simulate the method used to compact or consolidate the concrete
on the job. The weight per cubic foot, the yield cement factor,
and the weight per cubic foot of the combined aggregates shall be
determined by approved methods as determined by the Engineer and
the above ASTM Designations. The unit weight of the combined
aggregates shall be checked against the testing laboratory !night
to determine if the aggregates being used are of the same charact-
eristics as the sample tested. If the field weight is below that
specified, the Contractor shall furnish aggregates meeting the
specifications at no additional cost to the Owner.
14. FORMS.
instruct mortar tight forms of suitable materials to provide
surfaces free from surface irregularities; true to lines, grades,
and dimensions shoo-in on the drawings; rigid and properly braced
to prevent movement or distortion; interval ties so arranged that
metal will not show or discolor the concrete surface. Bevel or
chamber all exterior corners and edges, unless an edging tool is
used. Design forms to permit proper installation of reinforcement;
easy placement and manipulation of concrete; and removal of forms
without damaging the concrete. Apply water or nonstaining mineral
oil to interior surfaces, and obtain approval of forms prior to
placing concrete.
15. PLACING REINFORCING STEEL.
Install all reinforcement shown on the drawings, including
'rods, fabric, or structural shapes. Furnish shop drawings, lists,
and bending diagrams when required. Remove rust, scale, grease,
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or any coating which might impair bond with concrete. Support
reinforcing steel to obtain coverage and minimum spacing; and
provide splice lengths as required by American Concrete Institute,
Manual of Standard Practice.
16. EMBEDDED ITEMS.
Provide for installation of inserts, hangers, metal ties, anchors,
bolts, dowels, thimbles, nailing strips, blocking and other fastening
devices required for attachment of other work. Properly locate in
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co-operation with other trades; secure in position; and remove coat-
ings of oil, rust, scale, or other foreign matter before concrete
is poured. Do not install sleeves in any concrete beams, joists,
or columns except on approval of the Engineer. Kerf and thoroughly
soak wood strips used to form grooves, key joints and bevels.
17. MIXING.
rl6717e one or more approved batch type mixing plants with
rated individual capacity of at least 1 sack cement; equipped with
adequate facilities for accurate measurement and control of all
materials and for readily changing the proportions of the mix; and
designed to permit all operations to be easily inspected at all times.
At the Contractor's option, ready -mixed concrete may be used; pro-
vided all other requirements are complied with, and the Engineer
is permitted free access to the mixing plant. Operate mixer at
speed and volume capacity recommended by manufacturer. Allow mixer
to revolve at uniform speed for at least 12 revolutions after
receiving the charge, and for the following minimum time interval;
1/2 cubic yard or smaller, 1 minute; more than 1/2 cubic yard, 1-1/2
minutes. Do not overmix to the point where additional water is
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required.
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18. PLACING.
Using methods which prevent segregation or loss of ingredients,
convey concrete from mixer to final position as rapidly as practicable.
Use chutes only when necessary, and only when the slope is such that
the concrete slides but does not: flow. Use tremies or elephant trunks
where concrete is to be placed under water. Vertical drops of concrete
which cause segregation or other undesirable conditions will not be
permitted. Place concrete before initial set occurs, and in no event
later than 1 hour after water has been added. In general, place con-
crete against clean, damp surfaces the temperature of which is 400 F.
or abov::. Earth subgrade may be approved, undisturbed earth or pro-
perly consolidated material free from running water and soft mud.
Sand subgrade shall be completely confined, thoroughly dry, and
covered with waterproof membrane. Concrete shall be worked into all
corners and angles of forms; around reinforcement and embedded items
in such a manner as to avoid segregation. Pour supporting walls
and columns to the underside of concrete beams, joists, and slabs
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at least 8 hours prior to placing the superimposed work. Place
concrete in general with aid of approved interval vibrating equip-
ment, supplemented by hand forking or spading. Apply vibration
directly to the concrete, never through forms or reinforcement.
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19. CONSTRUCTION JOINTS.
At locations shown on the drawings, at the close of each pour
or where placing of concrete is suspended for more than 2 hours,
provisions shall be made for joining future work. The work shall
be so arranged that a section begun on any day shall be finished
during daylight of the same day. Construction joints shall be of
the type shown or prescribed. Before depositing new concrete, the
surface of the hardened concrete shall be brcomed, roughened slightly,
wetted, and coated with neat cement paste or grout. New concrete
shall be carefully rodded into grooves or recesses, around bars,
plates, and embedded items.
20. EXPANSION JOINTS.
xpanston joints, conforming to the dimensions and details
shown, shall extend entirely through the %•:all or slab. Exposed
concrete edges shall be finished with an edging tool. All expan-
sion joints in basins to contain liquids shall be watertight
joints; all other joints shall be plain unless otherwise specified.
Plain expansion joints shall be nonextruding, preformed joint fill-
er sealed with hot -poured or cold -applied sealing compound.
Preformed joint filler shall be cut to allow the depth of the
sealing recess specified. The preformed joint filler shall be a
nonextruding material conforming to the applicable and latest ASTM
Designations and Types I, II, III, or IV. The concrete faces shall
be formed true to line and perpendicular to the wall or slab. If
sealed with hot -poured compound, the joint filler shall terminate
3/4" back from the exposed face. If cold -applied joint sealing
compound be used, the joint filler shall terminate 1-1/2" from the
exposed face. The recesses shall be formed by the use of wood
strips placed the full width of the joints and removed after the
concrete has set. Not -poured joint sealing material meeting the
applicable ASTM Designation shall be used. After the concrete has
hardened, the groove shall be thoroughly cleaned and the joint
groove primed %•pith a cutback asphalt. The joint sealing material
shall be heated to the temperatures recommended by the manufacturer,
but not more than 4500 F. Any material so overheated shall be re-
jected and not used. Avoid dripping or spilling on the slab sur-
face; any material so dripped or.spilled shall be removed immediately.
Pour continuously from end to end of the joint in level lifts until
the joint is full. After codling, the joint shall present a smooth,
uniform appearance, filled within 1/8" from the top. Cold -applied
joint sealing material shall be pulverized hard asphalt and a suit-
able flux oil mixed immediately prior to use and conforming to the
applicable federal specifications; similar• to "Enamelite" as manu-
factured by the Presstite Engineering Company, St. Louis, Missouri,
or a product acceptable to the Engineer. The materials shall be
combined, mixed, and applied in strict accordance with the manufac-
turer's recommendations. The joint grooves need not be primed,
but must be clean for the cold -applied joint sealing material.
Slip joints, where shown on the drawings to allow free movement
between parallel surfaces of separately cast units of a structure,
shall be lubricated by the application of a coat of approved asph-
alt, coal tar paint or mastic; or the surfaces may be separated
with a layer of asphalt saturated 15 -pound roofing felt.
21. FINIS11ING.
All exposed wall surfaces shall be beveled at all exposed cor-
ners and edges with 3/4" molding. Remove all unsightly ridges and
lips. Remedy local bulging by tooling and rubbing. Ream, chip,
and fill with mortar all voids and holes, including those left by
removal of form rods. All exposed wall tops shall be brought to
proper elevation; remove excess water; finish with wood float to
true and regular surface. Add no sand or cement drier. Manipula-
tion of concrete adjacent to the surface of any lift shall be the
minimum necessary to produce not only the degree of consolidation
desired in the surface layer concrete, but also a surface with the
desired degree of roughness for bond with the next lift. Surface
vibration or excessive surface working, including screeding of any
kind, will not be permitted. All top surfaces not covered by
forms, and which are not to be,covered by additional concrete or
backfill, shall be carried slightly above grade, as directed, and
struck off by board finish. Where no other finish is specified,
fins and rough edges shall be removed.
22. NONSHRIHK GROUT.
The annular space around pipes to be embedded in concrete or
masonry shall be sealed with special nonshrink grout, finished flush
with the face of vertical walls, and rounded up to drain on horizon-
tal surfaces. Grout shall be prepared using Embeco as manufactured
by Master Builders Company, Cleveland, Ohio, or a product approved
by the Engineer. Mixing of the grout shall be in accordance with
the instructions furnished by the manufacturer of the Embeco or
approved material.
23. CURING AND FROST PROTECTION.
All concrete shall be protected from rapid drying and, if
necessary, from frost action for at least 7 days after placement.
Temperatures of freshly placed concrete shall not exceed 1000 F.
during the curing period and, in the event temperatures at the
surface of the concrete fall below 500 F., the curing period shall
be extended as directed to compensate for such periods of deficient
temperature. Adequate frost protection will be required at ambient
temperatures of 400 F. and below. After initial set, surface of
concrete shall.be kept continuously wet. Slabs may be covered with
moist burlap conforming to AASHO Designation N182 Class 3 and main-
tained moist by sprinkling; slabs may be moistened and sealed with
white polyethylene sheeting conforming to AASHO Designation M171;
or slabs may be sealed with curing compound conforming to Type 2,
White Pigmented Compound, AASHO Designation M148. Formed walls
may be cured by periodic sprinkling of forms. Concrete shall not
be mixed or placed at ambient temperatures of 400F, and less with-
out adequate frost protection. Forms, reinforcing steel, and
subgrade shall be free from latent ice or frost. Aggregate or water,
or both, shall be heated as required to permit placing of the mix-
ture at'concrete temperatures ranging from 500 to 1000 F. After
placing, concrete shall be protected by suitable covering or heated
enclosures to maintain the concrete temperatures within the above
range during the entire during period. If frost protection methods
fulfill all requirements for curing, actual curing procedures may
be omitted. Concrete damaged from improper curing or from freezing
shall be subject to removal and replacement as directed. The use
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of any of the above suggested methods of curing and frost protection
shall not relieve the Contractor of his responsibility in obtaining
acceptable concrete having the required strength and surface finish.
The Contractor may provide additional protection if he deems it
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necessary to protect the work.
24. REMOVAL OF FORMS.
Allow a minimum of 24 hours at temperatures of 500 F. or above
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before removing forms from vertical faces, walls, slender columns
or similar structures. Allo:i the concrete to develop at least 70
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percent of the design strength before removing falsework and forms
from slabs, beams, girders, arches, and similar construction. Avoid
spoiling of concrete surfaces w;ien removing forms, and remove forms
in a manner to insure complete safety of the structure. Concrete
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from which forms are removed shall be sprayed during the curing
period as frequently as drying conditions may require and, if
necessary, protected by temporary coverings. Immediately after
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removing forms, remove all joint marks, projections, and loose
materials; fill all cavities with mortar to bring all exposed
concrete surfaces to a reasonably smooth surface, free from honey-
combs and form marks.
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SECTION MISCELLANEOUS ITEMS
1. GENERAL
This section shall govern the miscellaneous items covered
in the contract and included in the basis of payment.
2. STORM INLETS
All storm inlets shall be constructed at locations shown on
the plans or as directed by the Engineer. The concrete and
reinforcing steel shall conform to the section entitled "CONCRETE
WORK". Excavation and backfill shall conform to the section
entitled "EXCAVATION AND EMBANKMENT". Structural steel and
cast iron shall be in accordance with the details shown on
the plans.
3. REGRADING MANHOLES AND VALVE BOXES
Existing manholes and valve boxes shall be adjusted to the
elevation indicated on the plans or as directed by the Engineer.
4. ROAD GRAVEL '
Where pipeline trenching requires the removal of existing
road gravel, the Contractor shall furnish and spread additional
road gravel as directed by the Engineer. The quality and gradation
of the added road gravel shall be similar to the coarse road gravel
available at the local sand plants. The Engineer shall determine
' the amount of road gravel to be placed over the compacted trench.
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5. REMOVE AND REPLACEMENT OF CONCRETE PAVEMENT
Concrete paving shall be removed at locations shown on the
plans or as directed by the Engineer. This item shall include
sawing and the disposal of the concrete pavement at locations
provided by the Owner.
Replacement shall be in accordance with the section entitled
"CONCRETE PAVEMENT".
6. BORING AND CASING OF UNDERGROUND CROSSING OF RAILROADS,
HIGHWAYS AND/OR STREETS
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It shall. be the Contractor's responsibility to obtain the
necessary permits for the construction of a crossing of a railroad
or highway. Prior to initiation of construction of said crossing,
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the Contractor shall furnish to the Engineer evidence satisfactory
to him that the proper official has approved the method and materials
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to be used.
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The boring shall conform to the lines and grades shown on
the plans and/or set by the Engineer. Casing shall be of the
material type, diameter, and thickness shown on the!,plans.
All excavation and backfill attendant to the boring operation
shall be considered subsidiary to the boring operation.
Backfilling of open trenching within the rights-of-way
shall be compacted backfill.
7. REMOVE AND REPLACEMENT OF BITUMINOUS MAT PAVEMENT
Bituminous mat pavement shall be removed at locations
shown on the plans or as directed by the Engineer. This item
shall include sawing and the diposal of the bituminous mat
pavement at locations provided by the Owner.
Replacement shall be in accordance with the section entitled
"BITUMINOUS CONSTRUCTION".
8. REMOVE AND REPLACEMENT OF CONCRETE CURB AND GUTTER
Concrete curb and gutter shall be removed at locations
shown on the plans or as directed by the Engineer. This item
shall include sawing and the disposal of the concrete curb and
gutter at locations provided by the Owner.
Replacement shall be in accordance with the sections
entitled "CONCRETE CURB AND GUTTER AND/OR CONCRETE MONOLITHIC
CURB".
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SECTION - BITUMINOUS CONSTRUCTION
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1. GENERAL
' All materials and equipment shall conform to the 1980 Edition
of the Standard Specifications Lor State Road and Bridge
Construction as published by the Kansas Department of Transportation,
hereinafter referred to as the "Standard Specifications".
2. BITUMINOUS SEALING
' All bituminous sealing shall conform to Section 606 of the
Standard Specifications. The :,eal type shall conform to CM -B.
Asphalt may be either MC -800 or CRS -11I types.
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3. BITUMINOUS PAVEMENT AND_/OR OVERLAY
' All bituminous overlay shall conform to the Standard
Specifications. The overlay shall conform to the Standard
Specifications for BM -2. The overlay may be either hot mix
bituminous material or road mix bituminous material.
3.1 Hot Mix Bituminous Material
Hot mix bituminous material shall consist of BM -2
utilizing AC -7 asphalt. Aggregate shall conform to
Section 1103 of the Standard Specifications. Asphalt
cement shall conform to Section 1201 of the Standard
Specifications.
3.2 Tack Oil.
Tack oil shall be SS -111 anionic asphalt emulsion.
The tack oil shall be applied at a rate of between 0.05
and 0.15 gallons per r>,quare yard.
9. PAVEMENT AND/OR OVERLAY DOCUMENTATION
The Contractor shall present to the Engineer a tabulation
or summary of the total amount of bituminous material laid during
a working day. The tabulation shall include all location(s) of
construction and th tonnage placed at the location(s).
The tabulation shall be delivered to the Engineer prior to
initiation of construction on the succeeding day.
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SECTION - CONCRETE PAVEMENT
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The supply of forms shall be sufficient to permit them to
remain in place at least twelve (12) hours after the concrete has
been placed or longer if deemed necessary. Bent, twisted or broken
forms shall not be used.
When the concrete pavement is of irregular dimensions and is
to be finished by hand methods, steel forms with a minimum base
width of six (6) inches or wood forms may be used. Wood forms
shall be not less than two (2) inches in thickness on tangents
or one (1) inch in thickness on curves and of a design approved
by the Engineer. All forms shall have a depth equal to the edge
thickness of the pavement.
' 3. SETTING FORMS.
The forms shall be joined neatly and shall be set with exact-
ness to the required grade and alignment and supported in such a
' manner that during the entire operation of compaction and finishing
they will not at any time deviate more than one-eighth (1/8) inch
in elevation from a straight edge ten (10) feet in length. Forms
' shall be set at least five hundred (500) feet in advance of the
mixer. All forms shall be cleaned and oiled before being set.
The building of pedestals of earth or other materials to bring the
' forms to the required grade will not be permitted. The length and
number of pins shall be sufficient to maintain the forms at the
correct line and grade. After the forms are in place, they shall
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1. GENERAL.
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This item shall consist of a single course of portland cement
concrete pavement conforming to the details shown on the plans,
constructed on a prepared subgrade in accordance with all of the
provisions of these specifications in conformity with lines, grades,
sections, thickness and typical cross sections shown on the plans.
2. FORMS.
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S di a forms for this work shall be of. metal. They shall be
of a depth at least equal to the edge thickness of the work pre-
scribed. Built up forms shall not be used except with the written
permission of the Engineer, and only for
pavement with odd thick-
ness or in unusual situations. The forms shall be straight and
free from warp. The maximum deviation of the top surface of any
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section from a straight line shall not exceed one -eight (1/8) inch.
The method of connections between sections shall be such that the
Joint formed shall be free from play or movement in any direction
and the forms shall be of an approved section, with a base width
of at least eight (8) inches, and so secured as to resist, without
springing or settlement, the pressure of the concrete when placed
and the impact and vibration of the finishing machine. The minimum
length of each section of steel forms used on tangents shall be
ten (10) feet.
I
The supply of forms shall be sufficient to permit them to
remain in place at least twelve (12) hours after the concrete has
been placed or longer if deemed necessary. Bent, twisted or broken
forms shall not be used.
When the concrete pavement is of irregular dimensions and is
to be finished by hand methods, steel forms with a minimum base
width of six (6) inches or wood forms may be used. Wood forms
shall be not less than two (2) inches in thickness on tangents
or one (1) inch in thickness on curves and of a design approved
by the Engineer. All forms shall have a depth equal to the edge
thickness of the pavement.
' 3. SETTING FORMS.
The forms shall be joined neatly and shall be set with exact-
ness to the required grade and alignment and supported in such a
' manner that during the entire operation of compaction and finishing
they will not at any time deviate more than one-eighth (1/8) inch
in elevation from a straight edge ten (10) feet in length. Forms
' shall be set at least five hundred (500) feet in advance of the
mixer. All forms shall be cleaned and oiled before being set.
The building of pedestals of earth or other materials to bring the
' forms to the required grade will not be permitted. The length and
number of pins shall be sufficient to maintain the forms at the
correct line and grade. After the forms are in place, they shall
' -1
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be firmly seated by the use of a mechanical form tamper.
4. PLACING CONCRETE.
The mixer shall be operated outside the forms at
except at locations where it is not feasible to do so.
loss of cement from mixer skips on windy days or for a
reason, shall result in the use of additional cement i
to offset the loss or the concreting operation shall b
all times
Excessive
ny other
n the batches
e discontinued.
Where grades of 3% or greater are encountered,.the concreting
operation shall proceed up -grade.
Just prior to the depositing
subgrade shall be thoroughly wet,
when the concrete is placed.
of concrete, the surface of the
but shall not show pools of water
The concrete shall be deposited on the subgrade in successive
batches for the full width between forms and in a manner which will
require as little re -handling as possible. Spreading shall be done
by an approved mechanical spreader in a manner that will prevent
segregation and separation of the materials. Any additional spreading
necessary shall be done with hand shovels. The amount of material
deposited shall be sufficiently in excess of that required to form
the pavement to the required cross section after consolidation, to
provide a roll of concrete ahead of the front screed of the finish-
ing machine for the full length of the screed. The vibrators which
are required to be mounted on the mechanical spreader, to properly
consolidate the concrete next to the forms, shall be operated only
during the first pass of the spreader. Excessive tamping or finish-
ing resulting in bringing an excess of mortar to the surface will
not be permitted.
If mesh or bar mat reinforcing is used, the concrete shall be
deposited and struck off with a strike -off operating from the side
form•to form a surface that will permit the reinforcement to be
placed and maintained at the required elevation. If, for any reason,
the additional cross section of concrete cannot be placed for a time
lapse of 15 minutes or more, dampened burlap shall be placed over
existing concrete until concreting operation can commence. After
' concreting has stopped for a time lapse of 30 minutes, a header
shall be set to form a joint.
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5.
IRE FABRIC
unless otherwise specified, wire fabric furnisl-ied under this
specification shall be No. 3 wire in a size (6) by twelve (12)
pattern weighing 51# per hundred (100) sq. ft. and shall conform
to the latest requirements for "Welded Steel Wire Fabric for Con-
crete Reinforcement," "A.A.S.H.O. Designation 1155".
6.
PLACING REINFORCEMENT-
Allpavement
reinforcement shall be placed as shown on the plans.
All
marginal bars,
dowel bars, and tie bars required by the plans shall
'
be
or
held improper
pins. Wire mesh
position by sufficient approved metal bar supports
shall not be less than two
placed nor more than
three
inches from
the finished surface of the pavement. Laps in
'
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The curing membrane shall be applied while the surface of the
'
adjacent sheets or mats of reinforcement shall be as shown on the
applied to the exposed surfaces including the sides of the pave-
plans. Laps.parallel to the center line of the pavement will not
ment at the rate of not less than one (1) gallon per two (2) hundred
be permitted except for unusual widths of pavement lanes or for
square feet. When hand operated sprays are permitted, the equipment
irregular areas. If the plans do not show dimensions for laps,
and uniform pressure to provide uniform and adequate distribution
the minimum lap either perpendicular or parallel to the center
of the curing membrane compound at the rates required. If from
line of the pavement shall be twelve (12) inches. The adjacent
any cause, such as rainfall soon after its application, the curing
sheets shall be fastened or tied together to hold all parts of the
'
application of curing membrane to the surface of the pavement. The
sheets in the same plane.
rate of application for the replacement membrane shall be the same
7. FINISHING.
After the concrete has been spread and struck off, it shall
as for the original membrane.
be further struck off and consolidated by use of an approved finish-
The curing membrane shall be protected from damage from any
ing machine or vibrating screed to such and elevation that when
cause until the concrete reaches an age of seven (7) days. No
finishing operations are completed, the surface will conform to
'
the surface of the pavement until the expiration of the seven (7)
the required grade and crown. The finishing machine shall be oper-
days curing period.
ated over the entire surface at least twice. A uniform roll or
9. EXPANSION JOINTS.
ridge of concrete at least two (2) inches above the pavement grade
'
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shall be maintained ahead of the finishing machine or vibrating
screed for its entire length during its initial pass. Excessive
tamping or finishing resulting in bringing an excess of mortar to
'
the surface will not be permitted. Final finishing shall consist
of eliminating tool marks, edging, and applying the final surface
texture. This final finish shall not be applied until the entire
'
surface has been straightedged, using a ten (10) foot straightedge,
and any irregularities corrected.
B. CURING CONCRETE.
Liquid membrane forming compounds furnished under this spec-
ification shall conform to the requirements for Type 2 - "White
' Pigmented Compound", as specified in the latest revisions of the'
"Standard Specifications for Liquid Membrane Forming Compounds for
Curing Concrete", A.A.S.H.O. Designation M14B.
The curing membrane shall be applied while the surface of the
concrete is still moist, but no free water remains and shall be
applied to the exposed surfaces including the sides of the pave-
'
ment at the rate of not less than one (1) gallon per two (2) hundred
square feet. When hand operated sprays are permitted, the equipment
supplying the pressure shall be capable of supplying a constant
and uniform pressure to provide uniform and adequate distribution
of the curing membrane compound at the rates required. If from
any cause, such as rainfall soon after its application, the curing
membrane is damaged, the Contractor shall immediately apply another
'
application of curing membrane to the surface of the pavement. The
rate of application for the replacement membrane shall be the same
'
as for the original membrane.
The curing membrane shall be protected from damage from any
cause until the concrete reaches an age of seven (7) days. No
traffic, including workmen and pedestrians, shall be allowed on
the surface of the pavement until the expiration of the seven (7)
days curing period.
9. EXPANSION JOINTS.
The subgrade at expansion joints shall be accurately trimmed
'
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' to the required cross section and to the proper depth of the pave-
ment. If for any reason the subgrade is too low or if open spaces
exist below the joint, the joint shall be removed and the subgrade
backfilled and tamped firmly to proper elevation and the joint re-
set. The entire joint assembly shall be of a type designated on
the plans and shall be installed in such a position that the center
' line of the joint assembly is perpendicular to the center line of
the slab and the dowels lie parallel to the slab surface and para-
llel to the center line of the slab.
The joint shall be securely staked or fastened in place prior
to placing the concrete and in a manner to insure the joint and
dowel bars will remain in their proper position after the concret-
ing and finishing operations are completed.
A slip sleeve of the dimensions shown on the plans shall be
placed on the greased end of each dowel. The greased ends shall
be free to slide in the dowel holder and shall extend in the dir-
ection as indicated on the plans. Any excess grease on the dowel
holder shall be removed.
Transverse expansion joints of 1" in thickness shall be placed
at right angles to the center line at intervals of not more than
150 feet through the pavement, or as shown on the plans, or as
directed by the Engineer. All expansion joint material shall be
limited extrusion type, 5-1/2 inches wide, and dowel holes shall
be clearly drilled or punched.
Joints for pavement designed for two (2) or less lanes of
traffic shall be assembled and installed in one (1) continuous
piece or the connections between sections shall be made rigid
and tight to prevent offsets in sections of the joints. The
length of individual pieces of the expansion joint filler shall
be not less than the width of one traffic lane of pavement.
Concrete shall not be dumped from the mixer bucket in a
manner that will permit the concrete to flow against the joint.
The bucket shall be brought to a complete stop directly over
the joint and the concrete dumped directly over the joint. If
this method of placing concrete at the joint results in the
displacement of the joint, the Engineer shall require that the
concrete be dumped a sufficient distance from the joint to pre-
vent displacement of the joint. The concrete shall then be shov-
eled against both sides of the joint simultaneously. Extreme
care shall be exercised in placing, compacting and finishing
concrete at the joints to prevent displacement of the joints
and to avoid the formation of honeycombs and voids. The con-
crete along the joints shall be thoroughly consolidated by the
use of internal type vibrators.
The finishing machine shall be operated in a manner that
will prevent displacement of the joint. If for any reason it
is necessary to straighten a joint, any depression caused by this
operation'shall immediately be filled with fresh concrete, re -
spaded and brought to the original crown in advance of the
longitudinal finisher. Any fluid laitance or mortar caused by
the operation shall be removed and replaced with fresh concrete.
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r,
' As the finishing machine approaches the joint on the first
trip, the excess concrete shall be shoveled ahead and the tamper
and each screed, in turn, shall be lifted over the joint. On
' the second trip of the finishing machine, the screed may be
operated over the joint.
10. CONTRACTION JOINTS.
'
Contract—Ron oints shall be of the type and spacing shown on
the plans, shall be constructed at right angles to the center line
and perpendicular to the surface of the pavement.
1
Ribbon type
contraction joints which are formed by inserting
a strip of pre -molded bituminous parting strip while the concrete
is still green shall be machine installed. The strip shall be
installed in its true position with the top edges not over one -
sixteenth (1/16) inch below the finished surface of the pavement.
'
The parting strip shall be placed in the pavement immediately
after transverse finishing is completed. Care shall be taken
during this operation to disturb the concrete as little as possible.
Any thin mortar or laitance formed by this operation shall be
'
removed and replaced with fresh concrete.
Sawed contraction joints shall be cut by means of an approved
concrete saw. The joints shall not be sawed until the concrete
'
has hardened to the extent that tearing and raveling is precluded,
nor later than the day the earth cover or quilts are removed. Part
or all of the joints shall be sawed before the pavement starts
shrinking and before uncontrolled cracking takes place. The spac-
ing of the joints that must be sawed early will depend on several
factors but shall be at such intervals that will prevent uncontroll-
'
ed cracking. Any procedure whichresults in premature and uncon-
trolled cracking shall be revised• immediately by adjusting the seq-
quence of cutting the joints or the time interval involved between
'
the placing of the concrete or the removal of the curing media and
the cutting of the joints. In no case shall the pavement be left
uncovered overnight without having the joints sawed.
The joints shall be sawed at the depth, spacing and lines shown
on the plans. Water must be sprayed on the saw blades at all times
during cutting when using a diamond edge saw blade. If there are
'
gutters and curbs, they shall be cut to the proper depth to prevent
erratic cracking.
'
All contraction joints in adjacent widths of multiple lane
pavements shall be sawed before uncontrolled cracking occurs. When
'
extreme conditions exist which make it impracticable to prevent
erratic cracking in the adjacent widths of multiple lane pavements
by sawing the joints early, at the direction of the Engineer, a
bituminous parting strip may be substituted for the sawed joints
'
through the adjacent widths.
'
11. LONGITUDINAL JOINTS.
Longitudinal joints shall be constructed in conformance
with
the details shown on the plans. When the fabricated steel strip
'
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is specified, it shall be held rigidly in place with an adequate
number of pins driven into the subgrade to insure that it will
remain true to line and grade during concreting and finishing
operations. On multiple lane pavements where longitudinal joints
are constructed at the form line, an approved recess form and tie
bars shall be required. The full depth fabricated steel strip
designed for other longitudinal joints shall not be used. When
sawed joints are specified or used, suitable guide lines or devices
shall be furnished to insure cutting the longitudinal joint on
the true line as shown on the plans. The longitudinal joint shall
be sawed not later than the day the curing media is removed and
shall in all cases be sawed at a time that will preclude erratic
or uncontrolled cracking. If sawed, this joint shall subsequently
be sealed with the type of joint sealing compound called for on
the plans.
12. CONSTRUCTION JOINTS.
butt construction joint shall be made perpendicular to the
center line of the pavement at the close of each day's work and
also when the process of depositing concrete is stopped for a len-
gth of time such that, in the opinion of the Engineer, the concrete
will have taken its initial set. This joint shall be formed by
using a clean plank header having a thickness of not less than two
(2) inches, a width of not less than the thickness of the pavement
and a length of not less than the width of the pavement. The header
shall be cut true to the crown of the finished pavement and shall
be accurately set and held in place in a plane at right angles to
center line and perpendicular to the surface of the pavement.
Dowel bars or load transfer devices shall be used in all con-
struction joints in accordance with the details shown on the plans.
Where such details are not shown on the plans, tie bars as provided
for the longitudinal joint and spaced at eighteen (18) inch centers,
shall be placed across the joint in a plane parallel to the surface
of the pavement approximately midway between the top and bottom
surfaces of the pavement. The edges of the joint shall be grooved,
edged and sealed with the material used for sealing expansion and
contraction joints.
No construction joints shall be placed within ten (10) feet of
an expansion, contraction or other construction joint.
13. SEALING JOINTS.
The ,joints shall be sealed with the type or types of joint
sealing compound called for on the plans or in the proposal. The
joints shall first be thoroughly cleaned of all loose scale, dirt,
laitance or other foreign matter by the use of scrapers, or re -
sawing if necessary, and flushed clean with water and air under
pressure. Free water shall be removed from the joint with air jets
before the joints are sealed. If the hot poured type is used, the
faces of the concrete at the joint shall be thoroughly dry and the
sealing operations shall not be performed until after the curing
period is finished.
If the cold poured type is used, this operation may be per-
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1 .7
formed at any time after the concrete has taken a hard set and the
concrete surfaces at the joint may be moist.
All joints, expansion, ribbon or sawed, and all premature or
'
natural cracks, if such occur, shall be filled from the bottom of
the joint or crack to the surface of the pavement and all excess
joint material removed at the time of final inspection.
'.
14. HOT TYPE JOINT SEALING COMPOUND.
This shall e a plastic material that, when heated, will com-
pletely fill the joints when poured from a suitable container or
'
forced into the joint opening under low pressure.
'
This type of joint sealing shall comply with the requirements
of the Standard Specification for "Concrete Joint Sealer, Hot Poured
Elastic Type" AASHO Designation M173.
Any materials which are injured by heating shall not be used
in the joints. Injury shall be determined by subjecting the mat-
erials to tests as prescribed by the Engineer. Injury may be
'
considered to have occurred when materials have been heated beyond
the maximum temperatures recommended by the manufacturer of the
materials.
15. EQUIPMENT FOR HEATING HOT POURED JOINT COMPOUND.
' .
Heating equipment shall consist of a heating unit that prevents
a direct flame against the surface of the container holding the com-
pound and that provides continuous mechanical agitation of the com-
pound being heated. The compound melting unit shall be so constructed
as to permit the material to be heated to a pouring consistency with-
in one-half (1/2) hour without injury to the material. Also have
an accurate readable temperature gauge. The capacity of the unit
'
shall be not less than two hundred (200) pounds per hour.
16.. FINAL CLEAN UP.
Upon the completion of the work before
and starting work on
any other contract,the Contractor may have with the City of Salina,
'
and before acceptance and final payment will be made, the Contractor,
at his own expense, shall clean the pavement and adjacent property
defaced or occupied by him in connection with the work, of all rub-
bish, weeds, brush, excess materials, false work, temporary struc-
tures and equipment.
1 .7
SECTION - CONCRETE MONOLITHIC CURB
1. GENERAL.
'
Mono1-ithic curb, of the shape and dimensions shown, shall be
constructed parallel to centerline of pavement. Return curbs on
intersecting streets shall be formed to match existing curbs,
using a transition section not less than three (3) feet long, or
as otherwise detailed.
2. CONCRETE.
Concrete shall have a slump of not more than one (1) inch and
shall conform to requirements of Section 4, entitled "Concrete Work".
3. CONSTRUCTION.
Monolithic curbs shall be constructed along the edge of freshly
placed pavement before initial set occurs. Forms may be placed on
'
top of pavement forms and staked true to line and grade.
Concrete shall be tamped and spaded into pavement edge to in-
sure bond and maximum density. A metal screed or mule, designed
to ride on the forms, shall be used to give proper final shape to
curb.
'
4. EXPANSION JOINTS.
Preformed expansion joint material shall be cut to fit the
curb. No reinforcement or tie bars in curb shall pass through
the joint. Edges of all joints shall be finished with 3/8 inch
a
radius edger.
t
S. CONTRACTION JOINTS.
:Contraction joints shall match and coincide with pavement
joints.
'
6. FINISHING.
Bac a ge shall be finished with a 3/8 inch radius edger.
Face of curb shall be finished with a wood float followed by
'
moist medium brush, extending out onto pavement surface to match
belted finish. Gutter flowline shall be finished to a true uni-
form grade without ridges or water pockets.
7. CURING AND FROST PROTECTION.
All curing an frost protection methods shall conform to
'
Section 4, entitled "Concrete Work".
8. BACKFILLING.
'
Bac fil ing shall conform to Section 9, entitled "Concrete
Curb and Gutter".
SECTION -CONCRETE CURB AND GUTTER
1. LOCATION AND GRADE
Concrete curb and gutter shall be constructed where called
for by the drawings and specifications, or where directed by the
Engineer, and shall conform to the shape and dimensions called for
by the drawings and to the lines and grades set by the Engineer.
2. CONSTRUCTION
' The curb and gutter shall be composed of Class 3000 concrete,
constructed to the dimensions shown on the drawings. All concrete
shall conform to the section entitled "Concrete Work".
' 3. EXCAVATION
All excavation and embankment shall conform to the section
entitled "Excavation and Embankment".
' 4. FORMS
Forms shall conform to the section entitiled "Concrete Pavement."
' 5. PLACING CONCRETE
The concrete shall be mixed with a maximum slump of 2" (inch),
deposited in the forms immediately, well tamped into place, and
then shaped with a steel tool to the section shown on the drawings.
The edges shall be rounded with edgers.
' 6. CURB AND GUTTER STONES
The curb and gutter shall be divided into stones, as nearly
as possible in 5 -foot lengths, by metal templates not less than
' 1/16" nor more than14" in thickness. The templates shall be
set accurately vertical and at right angles to the line of the
curb, leaving the joint between stones open, smooth, and straight
' throughout the depth of the curb and gutter section. Joints be-
tween stones can also be made by sawing thorugh the curb to a
depth of not less than 1-112L".
11
7. EXPANSION JOINTS
Preformed joint filler, 1" in thickness, shall be places
where ever new work joins existing work; at the ends of all drive-
way, alley, and street returns where ends meet existing construc-
tion; and at intervals of not more than 450 feet of all straight
runs.
8. FINISHING
As soon as practicable after the concrete has been placed
and shaped, it shall be finsihed with a steel tool to remove
surface imperfections. Joints shall be carefully marked with a
jointer, particular care being taken that the markings of the joint
coincides with the joint itself.
9. CURING AND FROST PROTECTION
All curing and frost protection methods shall conform to
the section entitled "Concrete Work".
10. BACKFILLING
The area adjacent to curb and for curb and gutters shall be
backfilled with approved material to the top edges of the curbs
or gutters or to the elevations shown on the plans.
1
1
SECTION - BASIS OF PAYMENT
' 1. GENERAL.
aayment for work performed by the Contractor under these spec-
ifications will be made at the approved contract unit price for each
of the units listed in the proposal, and measured as hereinafter
specified. Such payment shall compensate the Contractor for all
' costs in connection with furnishing all labor, equipment, and mater-
ial required and performing the operations necessary to complete the
several items in accordance with the drawings and specifications.
' All incidental work essential to the completion of the project in a
workmanlike manner, including measurements for cleanup of waste or
surplus material, shall be accomplished by the Contractor without
additional cost to the Owner. The quantities listed in the proposal
are not guaranteed quantities and are listed only for convenience in
comparing bids. Payment will be made for the actual quantities
' constructed or installed, be they more or less than the listed
quantities, said quantities being measured as follows:
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1
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