HomeMy WebLinkAboutOrd 062-2003 Standard Spec. Public Works.pdfCITY OF ANNA
ORDINANCE NO. 62-2003
AN ORDINANCE OF THE CITY OF ANNA, TEXAS ADOPTING THE
NORTH CENTRAL TEXAS STANDARD SPECIFICATIONS FOR PUBLIC
WORKS CONSTRUCTION THIRD EDITION; ADOPTING THE CITY OF
ANNA ADDENDUM TO THE STANDARD SPECIFICATIONS AND
ADOPTING THE CITY OF ANNA CONSTRUCTION GENERAL NOTES,
CONTAINING A SAVINGS CLAUSE, CONTAINING A CONFLICT
LIMITATION CLAUSE, AND CONTAINING A REPEALER CLAUSE.
WHEREAS, the City Council of the City of Anna, Texas recognizes the need to provide
a common framework for public works construction, and
WHEREAS, the City Council recognizes adopting standard specifications will simplify
the bidding process for both local governments and contractors, and
WHEREAS, the City Council recognizes the need for some changes from the standards
as published.
NOW, THEREFORE, BE IT ORDAINED, BY THE CITY COUNCIL OF THE CITY
OF ANNA, TEXAS:
The Standard Specifications for Public Works Construction, Third Edition as adopted and
published by the North Central Texas Council of Governments, a copy of which is on file
in the office of the City Secretary, is hereby adopted by reference and designated as the
Standard Specifications of the City of Anna, the same as though such specifications were
copied at length herein.
The Standard Specifications for Public Works Construction as adopted is amended by the
City of Anna Addendum to the North Central Texas Council of Governments Standard
Specifications for Public Works Construction. A copy thereof is attached to this
ordinance as exhibit A.
The City of Anna Construction General Notes is hereby adopted and a copy thereof is
attached to this ordinance as exhibit B.
If any section, subsection, paragraph, sentence, clause, phrase, or word in the ordinance,
or application thereof to any person or circumstances, is held invalid by a court of
competent jurisdiction, such holding shall not affect the validity of the remaining portions
of the ordinance, and the City Council hereby declares it would have passed such
remaining portions of the ordinance despite such invalidity.
This ordinance shall not be construed so as to conflict with any superior law, including
but not limited to the laws and statutes of the State of Texas and laws and statutes of the
United States.
62-2003 Standard Spec.doc Page 1 of 23 0311 112003
All ordinances, parts of ordinances, resolutions, or policies of the City of Anna in
conflict, or to come in conflict, with this ordinance are expressly repealed to the extent of
such conflict.
PASSED AND APPROVED THIS 1 lTH DA
ATTEST:
Wayne ~!cummin~s, City sec;etary
ORD Standard Specdoc Page 2 of 23
Exhibit A
CITY OF ANNA
ADDENDUM TO THE
NORTH CENTRAL TEXAS COUNCIL OF GOVERNMENTS
STANDARD SPECIFICATIONS FOR
PUBLIC WORKS CONSTRUCTION
This addendum to the North Central Texas Council of Governments Standard Specifications for Public
Works Construction, as amended, sets forth (by reference number) exceptions or requirements of the City
of Anna and thereby takes precedence over any conditions or requirements of the Standard Specifications
with which it is in conflict.
The term "OWNER" shall refer to the City of Anna. The term "OWNER'S
Representative" shall refer to the City 's Engineer or other duly authorized assistant,
agent, engineer, inspector, or superintendent acting within the scope of the particular
duties instructed to him.
1.21.1(e) MAINTENANCE BONDS
The Contractor shall furnish the City of Anna with a Maintenance Bond fkom an
approved surety company which protects the City against defective workmanship and
materials for a period of two (2) years from the date of the final acceptance by the City.
Where defective workrnanship andlor materials are discovered requiring repairs to be
made under th~s guarantee, all such repair work shall be done by the Contractor at his
own expense within five (5) days after written notice of such defect has been given to
him by the City. Should the Contractor fail to repair leaks or correct such defective
workrnanship andlor materials within five (5) days after being notified, the City may
make the necessary repairs and charge the Contractor with the actual cost of all labor
and materials required.
The Maintenance Bond shall be in the amount of one hundred percent (100%) of the
amount of the Contract. The Contractor shall execute the Maintenance Bond on the
forms firnished or approved by the City.
Insert the following between the third and fourth paragraphs:
Neither such usage, as performed under this section nor the written statement of work
still to be done shall be held in any way as an acceptance of said work or structure or
any part thereof or as a waiver of any of the provisions of the specifications or the
contract pending final completion and acceptance of the work. All necessary repairs and
removal of any section of the work so put into use, due to the defective materials or
workmanship or due to operations of the Contractor, shall be performed by the
Contractor at his own expense.
Add the following:
Testing of all materials shall be performed by an independent testing laboratory
acceptable to the City. The Contractor shall pay the cost of all material testing including
the retesting of all materials which fail the required tests. Test reports of all materials
tested shall be sent to the City.
MEASUREMENT AND PAYMENT
Only those items in the Proposal will be measured and paid for. All other items of work
required to complete the project shall be considered subsidiary to the pay items in the
proposal and no claims whatsoever for extra work for such subsidiary items will be
considered.
ORD 62-2003 Standard Spec.doc Page 3 of 23 0311 112003
RECORD DRAWNGS
The Contractor shall furnish two (2) sets of prints and one milar reproducible drawings
marked with the location of all water and sewer services, electrical cables and any
changes in the plans to the City of Anna. The developers engineer shall also furnish
record drawings in AutoCAD format.
2. I. 1 (c)(4) Add the following after the first paragraph:
No more than 40% difference shall be retained between any two consecutive
sieves.
2.10.l(b) Add the following:
All supplied extra material to make systems operational must be shown on "As-
built" drawings with copies provided to the City.
The following materials may be used only with prior special permission by the City :
2.12.5(~)(1) Bolts for flanges shall be stainless steel unless the flange and the bolts are completely
encased in at least two inches of wire reinforced mortar.
Section
2.12.1
2.12.2
2.12.4
2.12.7
2.12.12
2.12.16
2.12.22
2.12.23
2.12.24
2.12.26
2.12.5(~)(2) Mortar for Joints
Material
Clay Sewer Pipe
Concrete Sewer Pipe, Non-reinforced
Reinforced Concrete Sewer Pipe (for sanitary sewers)
Gray Cast Iron Pipe and Fittings
ABS and PVC Composite Pipe for Sanitary
Corrugated Metal Pipe
Polyethylene Sewer Pipe
Fiberglass Sewer Pipe
Polyethylene Drainage Pipe
Polyethylene Pressure Pipe
A. Inside of joint - one part portland cement and two parts washed sand. Add
only enough water to form a zero slump mixture. Mix in a mechanical
mixer to a uniform consistency.
B. Outside of joint - one part portland cement and two parts washed sand. Add
enough water to make the mixture flowable. Mix in a mechanical mixer to
a uniform consistency.
2.12.5(~)(3) Dielectric Bushings, Sleeves and Washers
ORD 62-2003 Standard Spec.doc Page 4 of 23
A. The dielectric bushings and sleeves shall be made from a nylon molding
compound or a nylon-base, Grade N-1, laminated thermosetting material.
Washers shall be made from linen or fiber reinforced thermosetting plastics.
B. The insulation for each bolt in the bolt circle shall be 1/32" thick and shall
be in length equal to the thickness of the two steel flanges and the 118" thick
insulating gasket. They shall fit the bolts snugly.
C. The insulating fiber reinforced plastic washer shall be of the same diameter
as the steel washers furnished with the bolt set and shall be 3/32" thick.
2.12.5(~)(4) Apply mortar support rings on at least ten (10') foot centers on all pipe to be placed in
encasement pipe to prevent the pipe from resting on the bells.
2.12.5(g)(2) Design Criteria - Pre-stressed Concrete Cylinder Pressure Pipe
The pipe manufacturer shall design the pipe to withstand the design pressure and
support the trench loads with the embedment type (including the bedding angle) shown
on the plans. All design shall be performed according to the Applicable Standards and
according to generally accepted engineering procedures. Submit design calculations to
the Engineer for review before manufacturing pipe. The following values shall be used
in designing the pipe:
A. Unit weight of soil (w) = 125 lb. per cu ft.
B. Coefficient of friction between backfill and trench wall (Kp' = 0.1 10)
C. Bedding angle - a = 30'
Unless otherwise noted, pipe shall be designed for a pressure of 150 p.s.i.
2.12.5(h)(2) Design Criteria - Pretensioned Concrete Pressure Pipe
A. The pipe manufacturer shall design the pipe to withstand the design
pressure and support the trench loads with the embedment type (including
the E') shown on the plans. All design shall be performed according to the
Applicable Standards and according to generally accepted engineering
procedures. Submit design calculations to the Engineer for review before
manufacturing pipe. The following values shall be used in designing the
pipe:
1. Unit weight of soil (w) = 125 lb. per cu. ft.
2. Coefficient of friction between backfill and trench wall (Kp' = 0.1 10)
3. Modulus of soil reaction - E' = 100
Unless otherwise noted, pipe shall be designed for a pressure of 150 p.s.i.
B. The manufacturer may use only 25% of the calculated composite moment
of inertia of the pipe wall for P-303 pipe. The pipe shall be capable of
supporting the trench loads with superimposed H-20 wheel load.
2.12.56) Add: Repair or replace pipe or fittings with the following imperfections as directed by
Engineer:
ORD 62-2003 Standard Spec.doc Page 5 of 23
1. A piece broken out of the pipe.
2. Any crack extending entirely through the barrel of the pipe or to the steel
cylinder or rods.
3. Any shattering or flaking of concrete at a crack.
4. Any excessive surface cracking due to temperature conditions. The pipe
supplier shall control these cracks by adequate concrete mix, curing or
preservation of moisture in pipe interior during yard storage and shipment
to jobsite.
2.12.8(d) All ductile iron pipe and fittings shall be sheathed with polyethylene film and tape per
section 2.9.5.
2.12.8(e) Add the following:
Bolts for buried flanged ends shall be stainless steel unless encased in mortar.
Fittings shall be cement mortar coated with a seal coat in accordance with AWA
C-104 and sheathed in polyethylene film and tape per Section 2.9.5.
Compact ductile iron fittings may not be used.
2.12.8(i) The embedment to be used for ductile iron pipe shall be Class D+ unless otherwise
specified.
2.12.20(b) Polyvinyl Chloride (PVC) Water Pipe. PVC pipe shall have a pressure class of 150 psi,
be minimum thickness DR 18.
2.12.20(d) Fittings shall be sheathed in polyethylene film and tape per section 2.9.5.
2.12.20(g) The embedment to be used for PVC water pipe shall be Class C+ unless otherwise
noted. The bolts and nuts for direct buried flanges shall be Type 3 16 stainless steel.
2.12.25 Copper Water Service Tubing.
a. Copper water service tubing shall be type K copper per Section 2.18.
b. Embedment for copper water service tubing shall be Class D+ except as otherwise
noted.
c. Service fittings for copper water service tubing shall be as follows:
i. Corporation Stops - Mueller HI5000 or pre-approved equal by City.
ii. Angle Stops for Single Water Services - Mueller H-14255, or pre-approved
equal by City.
ORD 62-2003 Standard Spec.doc Page 6 of 23
Special Requirements for Water Service Taps on PVC Water Pipe
a. Direct tapping of PVC pipe will not be permitted.
b. Taps may be made on PVC pipe using the following devices at the Contractor's
option.
c. Service Saddles - Mueller Series 16100 double strap bronze. Any other service
saddle must be submitted to the Engineer for approval before installing.
d. Main Line Fitting - Taps may be made in a mechanical joint plug installed in the
branch of a tee.
e. All Water Services shall be marked on the end of services with a blue plastic tape
with the word "Water" stamped thereon.
f. After the completion of paving, all water deadheads shall have a meter box
installed by the Contractor. The type of meter box shall be approved by the City.
The following valves types shall be used unless special permission is given to do
otherwise:
Delete references to zinc coated steel bolts. Bonnet bolts shall be stainless steel.
Section
2.13.1
2.13.2
2.13.3
2.13.4
2.13.5
Change third paragraph to read "Steel sleeves shall be restricted to use on pipe sizes 20"
and larger and subject to the following additional specifications:"
Material
Gate Valves (AWWA C 500) 14" through 48"
Air Valves
Brass Wheel Valves 3" and smaller
Butterfly Valves 16" and larger
Resilient Seat Gate Valves (AWWA C 509) 4" through 12"
Add: "Valves shall be sheathed in polyethylene film and tape per Section 2.9.5."
Delete split-V packing.
Discs shall be epoxy coated.
The interior of the valve shall be epoxy coated.
Valves shall be Class 150-B unless otherwise noted.
Unless otherwise noted, valves for direct burial service shall have mechanical joint ends
and exposed valves shall have flanged ends.
Add:
(3) Operator shall be located on the side of the valve, suitable for buried service.
(4) Manufacturing Experience - Five (5) years minimum manufacturing experience is
required.
ORD 62-2003 Standard Spec.doc Page 7 of 23
2.13.4(d)(l)(D) Add: Operator shaft extensions are required and shall be stainless steel. Shafts shall be
of sufficient length to bring operating nut to within 2" of the bottom of the valve cover.
2.13.4(h) Valves and operators shall be sheathed in polyethylene film and tape per Section 2.9.5.
All machine bolts shall be stainless steel.
2.13.5 Resilient Seat Gate Valves
a. General Description - All gate valves 4" through 12" NPS shall conform to the
AWWA standard for Resilient Seated Gate Valves, 3 through 12 NPS, of Water
and Sewage Systems, AWWA Standard C509, except for changes or specified
alternatives as detailed in this section of these specifications or as shown on the
plans or in the contract specifications.
All valves 4" through 12" shall be iron body, non-rising stem, resilient-seated gate
valves.
b. Stuffing box bolts and nuts shall be stainless steel.
c. Drawings - The manufacturer shall have on file with the City, for approval, a detail
drawing of each type and size of valve to be furnished under these specifications.
Offerings having exceptions or modifications to these specifications must be
accompanied by new detailed drawings and statement of changes effected. Failure
to meet these requirements shall be sufficient cause for rejection.
d. Ends - Valves shall have flanged, push-on, or mechanical-joint ends, or any
combination of these as may be specified. Bolts for mechanical joint ends shall
meet ASTM A-325 (Type 3). Bolts for direct buried flanges shall be stainless
steel.
e. All bonnet bolts and nuts shall be stainless steel.
f. Stuffing Boxes - A minimum of two (2) O-rings shall be used in stuffrng box.
Packing shall not be used.
g. Hand Wheels and Operating Nuts - All valves 2" (5.1 cm) in diameter and above
shall be nut operated unless otherwise shown or specified. All operating nuts shall
be ductile iron or cast iron. Handwheels shall be furnished only when called for
on plans or in the contract specifications
h. All valves shall open by turning counterclockwise.
I. Tests - All valves shall be tested by the manufacturer in accordance with
AWWA Standard C500. Any leaking at the test pressure through any
casting or between the b~onze ring and the cast iron body shall cause the
said casting to be rejected. No plugging or patching to stop any leakage
shall be allowed.
11. Inspection and Rejection - When requested by the City, the Contractor shall
furnish test coupons on each heat of ferrous or nonferrous metal going into
the valves. Such specimen shall be furnished upon sworn affidavit by the
manufacture.
When requested at any time, notarized reports of physical tests performed
on material used in the manufacture of valves furnished hereunder shall be
provided.
ORD 62-2003 Standard Spec.doc Page 8 of 23
Such reports or coupons fiunished shall be identified by purchase order or
contract. The material shall also be identified as to location within the
valve and specification or composition.
Valves may be rejected for failure to comply with all of the requirements of
these specifications.
i. Valve Seats - Resilient seats shall be applied to the gate. The seating surface in the
body of the valve shall be machined and shall be metallic. Resilient seats shall be
secured to the gate mechanically by stainless steel screws.
j. Valves shall be sheathed in polyethylene fdm and tape per section 2.9.5.
k. Valves shall be Mueller.
Fire hydrants shall be Mueller Super Centurion 250.
Scissor type main valves are not acceptable.
All accessories for mechanical joint hub shall be attached to foot when shipped. All
mechanical joint gland bolts and all bolts located below finished grade, shall be high
strength, low alloy, corrosion resistant steel, and shall conform to ASTM Designation A
325, Type 3 or type 3 16 stainless steel
All hydrants shall be equipped with:
Two hose nozzles 2 1/2" in (6.4 cm) nominal I.D. National Standard Fire-Hose
Coupling Screw Thread. One Pumper nozzle 5" nominal I.D. National Standard
Thread.
Two or more non corrosive outlets for drainage shall be provided in the base or barrel or
between the base and barrel of the hydrant. The outlet shall be an integral part of the
drain valve. Drain rods independent of the main stem shall not be accepted.
Direction to open shall be counter-clockwise.
The operation nozzle cap nuts shall be 1-112 in. point to face at base and 1-114 in. point
to face at top. A weathercap or shield shall be furnished to protect the opening between
the operating nut and the top of the bonnet.
Replace paragraph 2.14.4 with the following:
Breakable type hydrants shall be furnished.
(a) Definition
A breakable type hydrant is one that will break at the design point and is
repaired by replacing the stem coupling and bolting the head back on to the
standpipe. The whole repair shall not require any excavation or any work
on the seat valve.
ORD 62-2003 Standard Spec.doc Page 9 of 23
(b) Standpipe
Breakable parts of standpipe shall be located at the base of the head
assembly. These parts shall be of the breakable flange type, or integral
flange with sawed bolts or breakable nuts. Breakable flanges screwed to the
standpipe will not be accepted. Flanges shall be designed so that an end
wrench can be used on the nuts and bolts. Two piece standpipes are not
permitted.
(c) Stem
Provision shall be made in the design of the stem to disconnect the stem
from the hydrant parts above the standpipe break point.
Provision shall be made for an automatic travel stop to prevent the hydrant
from being opened. Travel stop may be in the form of a stop-nut or a
positive stop against the base of the hydrant shoe.
(d) Breakable or Sleeve Type Couplings
If breakable or sleeve type couplings are used they shall have sufficient
torsional strength such that the torsional failure of the stem will occur at
some point other than at the coupling. Design of the coupling shall be such
that when the coupling is broken no parts will come loose and fall into the
hydrant barrel, and the break will not occur through the pins or bolts
holding the coupling to the stem.
(e) Blocking Requirements
The foot of the hydrant shall be designed with surfaces for placement of
temporary thrust blocking and weight support. The area provided for
temporary thrust blocking shall be opposite the center line of the inlet
waterway.
Main valve seats shall be of such design that incorrect positioning is impossible and that
the threads will be adequately guided into position. Arrangements shall also be made to
hold the main valve gasket in place during assembly. The main valve shall be made of
bronze and threaded into a bronze retainer ring or it may be threaded into a heavy
bronze bushing in the hydrant base.
Any flanges shall have a minimum thickness of 718 in. (2.2 cm). Bolt hole edge
distance shall be sufficient to provide full support for the bolt head and nut.
All hydrants shall be capable of being extended to accommodate future grade changes
without excavation. Hydrants shall have breakable type stem couplings installed at the
ground line flange. Extension of this type hydrant shall be made by adding at the
ground line flange, a new coupling and stem section equal to the length of the extension.
Stem extensions made by adding new section of stem to the threaded section of the stem
at the top of the hydrant will not be accepted.
A copy of an independent certified testing laboratory test results shall be submitted
regarding the flow data from hydraulic tests for head loss through the hydrant.
Hydrants closing against the flow or with the flow must have any stem threads protected
against contact with the water. This protection can be in the form of cap nuts or lower
valve washers. Cap nuts shall be locked in place to prevent loosening by normal
operation of the fire hydrant.
ORD 62-2003 Standard Spec.doc Page 10 of 23 0311 112003
If cap nuts are provided, they can be made of either bronze or ductile iron. If
ductile iron cap nuts are used, a gasket must be provided to prevent seepage of
water from contacting stem threads.
Nozzle outlets shall not be of the lead-in type. Nozzles shall be screw-in or breach lock
type and safeguarded against blowing out. A pin or other approved method shall be
employed to prevent the outlet nozzle from turning or backing out.
Add the following at the end of the second paragraph: "Valve must have a positive stop
to prevent damage to brass ball over opening."
Compression fittings shall not be used.
Joints shall have trapped O-ring rubber gaskets in accordance with Item 2.12.4(c).
Fiberglass manholes may be used only with special permission of the City.
Add the following:
Density tests shall be performed by an independent testing laboratory and paid for
by the Contractor. One Density test shall be performed for each 300 C.Y. of
embankment at a location selected by the City. The City may perform additional
density tests at his expense. Density tests which fail shall be retested at the
Contractor's expense. The minimum density for embankments subjected to
vehicular traffic is 95% at 0 to 4% above optimum moisture in accordance with
method Tex 1 13 E.
Subgrade Testing
All tests for subgrade shall be performed by an independent testing laboratory and
paid for by the Contractor. One density test and Atterberg test shall be performed
for each 100 linear feet of pavement.
Change the density required from 92% to 95%+.
Flexible Base Testing
All tests for flexible base shall be performed by an independent testing laboratory
and paid for by the Contractor. One density test and Atterberg test shall be
performed for each 100 linear feet of pavement.
Unless otherwise noted, lime treatment applied to pavement subgrade shall be at a rate
of not less than 6% of the subgrade dry weight. Where lime treatment is used under
flexible pavement, the amount of lime shall not be less than the greater of: 6% of the
subgrade dry weight or that percentage of lime determined from a lime series test
performed by an independent testing lab. The lime series test shall determine the
amount of lime required to reduce the plasticity index to 15 or less. The Contractor
shall pay for the cost of the lime series.
Dry placing of lime is allowed only with special permission of the City.
Add the following:
One gradation test shall be performed for each 100 linear feet of pavement which
receives lime treatment. The gradation test shall be performed by an independent
ORD 62-2003 Standard Spec.doc Page 11 of 23
testing laboratory. The City shall select the location of each test. The cost of
testing shall be borne by the Contractor.
Add the following:
One density test shall be performed for each 100 linear feet of pavement. The
density test shall be performed by an independent testing laboratory. The City
shall select the location of each test. The cost of testing shall be borne by the
Contractor.
Portland cement treatment of base and subgrade may be used only with special
permission of the City.
4.8 Asphalt treatment of subbase may be used only with special permission of the City.
5.8.2(e)(l) Expansion joints shall be spaced at not greater than 600 foot centers. Expansion joints
are required across the entire pavement width on all sides of an intersection.
5.8.2(e)(2) Construction joints (sawed dummy joints) shall be spaced both transversely and
longitudinally on 20 foot centers. Longitudinal joints are not required on pavement 20
feet wide or less.
5-8.2(g)(2) Add the following:
When the temperature of the air is above 85' F., an approved retarding admixture
shall be used in the concrete mix.
A stamp or die shall be used to mark on the face of the curb or edge of pavement, the
location of all of the following facilities:
Facility Marking
Water Valve
San. Sewer Service
For water valves, the bottom of the "V" shall point in the direction of the valve. The
stamp or die shall be approved by the City.
Contractor shall submit copies of a concrete mix design and aggregate gradation in
accordance with general requirements in the specifications.
Testing of concrete pavement strengths shall be performed by an independent testing
laboratory acceptable to the City and paid for by the Contractor. The Contractor shall
furnish all materials, equipment and labor required to perfom all concrete tests
including but not limited to slump, air content and concrete test beams.
Minimum pavement compressive strength shall be 3600 psi at 28 days for all streets,
curbs, gutters and alleys unless otherwise noted. Air content shall be 3-5%.
Add: The Owner will pay for ninety (90%) per cent of the actual quantity of pipe which
has been installed and backfilled until such time that the right-of-way is finish graded,
and cleaned up. Such payment for pipe installed is additionally subject to the project
retainage.
6.1.12 Add the following:
ORD 62-2003 Standard Spec.doc Page 12 of 23
All construction water shall be furnished at standard commercial rates by the City from
the nearest convenient City main. A water meter shall be used to determine the amount
of water used. The Contractor may rent water meters from the City or furnish his own
meters at the choice of the City. If City water is unavailable, Contractor shall be
responsible for purchasing water from a local supplier or another city. The City
reserves the right to designate the time of day in which water can be withdrawn from
City mains.
Where pipelines and conduits are placed in existing lawns or landscaped areas, remove
and replace topsoil sod and other plants and guarantee the survival of all plants so
replaced.
Removal and separation of topsoil is required unless otherwise noted. Finished grade
shall be - + 0.1 feet of original grade unless otherwise noted. The Contractor is
responsible for removing and disposing of all excess excavated materials. Such
materials may not be left on public right-of-way or adjacent property without written
permission to do so.
EXCAVATIONS, TRENCHING AND SHORING
All trenches excavated within the city limits of Anna, Texas shall be excavated in
accordance with OSHA standards.
TRENCH SAFETY
a. After award, the Contractor shall submit to the Owner five (5) sets of a trench
excavation plan. This excavation plan must be designed and sealed by a
professional engineer registered in the State of Texas with professional experience
in Soil Mechanics.
b. The Contractor is responsible for obtaining borings and soil analysis as required
for plan design. The trench excavation plan shall be designed in conformance with
OSHA standards and regulations.
c. No trenching in excess of 5 feet below existing grade will be allowed until this
plan is reviewed. Any changes in the trench excavation plan after initiation of
construction will not be cause for extension of time or change order and will
require the same review process. The Contractor accepts sole responsibility for
compliance with all applicable safety requirements.
d. The review is only for general conformance with OSHA safety standards and
review of the trench excavation plan does not relieve the Contractor of any or all
construction means, methods, techniques and procedures. Any property damage or
bodily injury (including death) that arises from use of the trench excavation plan,
from Contractor's negligence in performance of contract work, or from City 's
failure to note exceptions to the excavation plan shall remain the sole
responsibility and liability of the Contractor.
Add: The Contractor shall guarantee the backfilling of excavation and trenches against
excessive (as determined by the Engineer) settlement for a period of one year after the
final completion of the contract under which the work is performed. Make all repairs or
replacements necessary by settlement including refilling and compacting the upper
portion of the ditch and repairing broken or settled pavements within thirty (30) days
after notice from the Engineer or City.
6.2.9(b)(l) Add: Excavations within five (5') feet of pavement shall be considered to be influenced
by vehicular traffic.
ORD 62-2003 Standard Spec.doc Page 13 of 23
The moisture content shall be 0-4% above optimum moisture.
6.2.9(b)(7) Density tests shall be performed by an independent testing laboratory and paid for by the
Contractor. One density test shall be performed for each 250 L.F. of backfill placed at a
location selected by the City. The City may perform additional density tests at their
expense. Density tests which fail shall be retested at the Contractor's expense.
6.2.9(~)(15) Change "select material" to "granular material"
6.4.3(b) The maximum vertical deviation from the plan grade for sanitary sewer lines shall be
1 / 2 inch per 10 feet. Reverse grades will not be permitted.
Casing spacers shall be used to install carrier pipe inside the encasement pipe except
where pipe jacks specifically are called for. Casing spacers shall be projection type
totally non-metallic spacers constructed of preformed sections of high-density
polyethylene. Spacers shall be IS0 9002 certified for strength and quality. Projection
type spacers shall be RACI type spacers by Raci Spacers North America Inc.
Casing spacers shall use double backed tape, provided with the spacers, to fasten tightly
onto the carrier pipe so that the spacers do not move during installation. Casing spacers
shall have a span of approximately 5-10 feet dependent on the total load anticipated with
the pipe full of liquid. On sewer pipe, the maximum span should not exceed 6 1/2 feet
to prevent sagging of the carrier pipe. The maximum load shall not exceed the load
limits per spacer recommended by the manufacturer. Spacers shall have the maximum
O.D. provided by the manufacturer that will fit inside the casing or liner. The minimum
height shall be that which clears the pipe bell or as otherwise indicated on plans.
6.4.3(d) In the fust sentence of the seventh paragraph - after "tunnel lining shall be" add
"backfilled with Class B concrete or grouted per ASTM (2476. No concrete or grout
shall be".
6.4.3(f) Gravity sewer lines shall be completely encased in grout. Before placing grout, the
Contractor shall install hold-down jacks of a design and spacing as recommended by the
pipe manufacturer. Light weight grout may be used.
6.5.l(b)(1)&(2) Delete both paragraphs.
6.5.2(c) Add: "(c)(l) Measurement of Reinforced Concrete Pavement."
Replacement of the reinforced concrete pavement shall be measured at the specified
trench width plus 2 feet, thickness in inches and length in linear feet. Additional
reinforced concrete pavement ordered by the City to be placed will be measured as the
thickness in inches; and length and width in linear feet."
Add: "If the limiting ditch width occurs within 3 feet of an expansion joint, construction
joint, or dummy joint, the City may order the pavement removed and replace to the
existing joint."
Replacement of the reinforced concrete pavement shall be the thickness measured in
inches, specified ditch width plus two feet, and the length measured in linear feet.
Additional reinforced concrete pavement ordered by the City to be placed will be
measured as the thickness in inches, and the length and width in linear feet.
6.7.l(c) Pipe must be swabbed clean prior to placing in the ditch.
ORD 62-2003 Standard Spec.doc Page 14 of 23
6.7.2(c) Visual inspection of sanitary sewers is required. The contractor shall furnish one copy
of the video tape of the sewer inspection in VHS format to the City.
6.7.2(g) Deflection testing shall be performed not sooner than 30 days from date the backfill is
completed.
6.7.2(i) Fiberglass manholes may be used only with special permission of the City. Brick
manholes shall not be used.
6.7.2.(i)(l) Throughout this section, change "Type 'F"' to read "Class 'F' with limestone course
aggregate and silica sand."
672(i)(l)(A) Add the following:
Wall thickness will be as follows:
Diameter Wall Thickness
72" 7"
672(i)(l)(B) Tongue and groove with premolded joint sealing compound will not be permitted.
6.7.3(b) Polyethylene wrap meeting Section 2.9.5 is required for all cast iron and ductile iron
pipe, fittings and valves.
6.7.3(c) Add: Installation of Concrete Pressure Pipe
a. Pipe Laying
1. Install pipe and fittings at the locations shown on the plans. Lay pipe to the
grade shown on the shop drawings which have been reviewed by the
Engineer and released for construction. The Contractor shall establish the
grade in the trench from grade stakes set by the Engineer. Use a string line
or laser set on the centerline of the ditch to establish trench and pipe grades.
2. Minor deflections in the line may be made by unsymmetrical closure of
pipe joints; however, the maximum pull shall be 314" for sizes twelve (12")
inch through twenty-one (21") inch and one (1") inch for sizes twenty-four
(24") inch through forty-eight (48") inch. Beyond these limits use short
pipe sections, beveled joints or angle adaptor to make necessary line and
grade changes.
3. Lay pipe and fittings on specified bedding so as to be uniformly supported
along its entire length. No "blocking up" of pipe or joints will be permitted.
Provide bell holes to allow making the exterior joint.
4. Keep the pipe clean during the laying operation and free of all sticks, dirt
and trash, and at the close of each working day, seal the open end of the
pipe against the entrance of all objects, especially water.
b. Pipe Jointing
ORD 62-2003 Standard Spec.doc Page 15 of 23 0311 112003
1. After the subgrade and embedment materials have been placed and the
length of pipe has been placed in the trench, true to line and grade,
thoroughly clean the bell and spigot by brushing and wiping.
2. Lubricate the rubber gasket and the inside surface of the bell with a
lubricant approved by the pipe manufacturer. Snap the rubber gasket into
the spigot ring groove to equalize circumferential distribution of the gasket.
For pipe 18" and smaller, butter the end bell with mortar such that when the
joint is made up, the mortar will completely fill the recess in the inside
surface of the pipe at the joint. After the joint is engaged, clean the inside
of the joint with a swab. Mortar the inside of joints of pipe eighteen (18")
inches and larger by applying mortar to the annular space by hand after the
joint is made up and hand troweling the mortar smooth.
3. Force the spigot into the bell by use of a choke chain or chain and ratcheting
hoist. Do not use a backhoe or other excavating machinery to force the
spigot into the bell. After the spigot is forced into the bell of the adjacent
pipe, the inside recess between the ends of the pipe shall have a maximum
opening of 1" and a minimum opening of 114".
4. Mortar the exterior surface of the joint by placing a joint wrapper around
the pipe, using a band crimping tool. The joint wrapper shall be seven (7")
inches minimum width and be hemmed on each side with steel bands. It
shall encircle the pipe, leaving an opening at the top to allow placing
mortar. Joint wrappers shall be the type and quality recommended by the
pipe manufacturer.
5. Pour liquid grout in the top of the joint wrapper in a continuous operation
until the grout is completely around the pipe. During the filling of the
wrapper, rod the mortar to eliminate voids.
6. Apply a one (1") inch coating of portland cement mortar on all exposed
steel on fittings or specials. Allow the coating to take an initial set. Wrap
the mortar coating in steel wire mesh and apply a second one (1") inch
coating of mortar. Immediately after the mortar has set, cover the mortar
with damp earth or burlap to prevent rapid moisture loss.
c. Cutting of Pipe
Field cutting of pipe will not be permitted except with special permission of the
Engineer.
d. Reaction Blocking and Anchorage
1. Block, anchor or harness all piping subject to internal pressure to preclude
separation of joints. Provide suitable reaction blocking, anchors, harnesses
or other acceptable means for preventing movement of pipe caused by
internal pressure for all unlugged bell and spigot or all-bell tees,
Y-branches, bends deflecting 11-114 degrees or more, and plugs.
2. Extend 2000 psi concrete blocking from the fitting to solid undisturbed
earth and install so that all joints are accessible for repair. The bearing area
shall be as shown on the plans.
3. If adequate support against undisturbed ground cannot be obtained, install
metal harness, anchorages consisting of stainless steel rods, bolts and
washers across the joint and securely anchor to pipe and fitting or install
ORD 62-2003 Standard Spec.doc Page 16 of 23 0311 112003
other adequate anchorage facilities to provide necessary support. Should
the lack of a solid vertical excavation face be due to improper trench
excavation, the entire cost of furnishing and installing metal harness
anchorages shall be borne by the Contractor. Welding of joints will not be
permitted without special permission of the Engineer.
4. Protect from corrosion all steel clamps, rods, bolts and other metal
accessories used in reaction anchorages or joint harnesses subject to
submergence or in direct contact with earth and not encased in concrete
with two inches of wire reinforced field applied mortar cured with wet
burlap bags.
e. Insulation of Dissimilar Metals
Fumish and install dielectric bushings, sleeves and washers between concrete steel
cylinder pipe and cast iron pipe, ductile iron pipe or any dissimilar metal. Also
fbrnish dielectric bushings, sleeves and washers on all blind flanges.
Underground marking tape shall be installed 6"-12" above the top of all PVC water
pipe. Marking tape shall consist of a 0.5 inch thick layer of aluminum foil bonded
between two pieces of polyethylene film. The total thickness of the marking tape shall
be not less than 5.5 mils thick nor less than 2 inches wide. Marking tape shall be blue in
color and have the wording "Caution Water Line Buried Below" displayed prominently
and continuously along the tape. The ends of the marking tape shall be brought up
inside each main line valve box.
6.7.3(1)(2) Add the following:
Taps and blow-offs for testing and disinfection purposes on all contracts will be
installed by the Contractor, at locations specified by the City, and shall not be paid
for separately but shall be included in the appropriate bid item.
Upon completion of the testing and purification the Contractor shall return to the
job site and remove the blow-off down to the corporation stop. He shall leave the
corporation stop and backfill, replacing all pavement. Removal of blow-off shall
include all labor, materials, tools, equipment and incidentals necessary to complete
the work, including excavation, disposal of surplus materials and backfill and shall
not be paid for separately but shall be included in the appropriate bid item.
6.7.3Cj)(l)(A)(2) Add the following:
The two sections or halves type saddle may only be used on PVC pipe. Single
strap clamps will not be permitted on any type pipe.
6.7.3(j)(l)(B) Only soft copper (Type K) tubing will be allowed and a curb stop will be required in
lieu of a brass gate valve.
6.7.36)(2) Direct tapping of cast iron and ductile iron pipe will be 314" and 1" only.
6.7.3(k)(2) Add: All valve stacks shall be of cast iron pipe or PVC pressure pipe and of one
continuous piece to the finished grade. Furnish and install stainless steel valve operator
extensions when operating nut is more than four (4') feet below finished grade.
6.7.3(m)(2) Fire hydrants shall be braced and blocked on concrete slab or stone slab not less than 4"
thick unless in sound rock trench.
Above grade, fire hydrants shall be painted as follows:
ORD 62-2003 Standard Spec.doc Page 17 of 23
a. Power tool clean all surfaces to receive paint to remove all dirt, oil and other
contaminants.
b. Apply two coats of aluminum paint.
c. Color of the coatings for the bonnet of the hydrant shall be based on the largest
size line within 75 feet horizontally from the hydrant according to the following
table:
d. Urethane paint shall be equal to Carboline 134 or Sherwin Williams B65
Line Size
4"
6"
8"
10" & Larger
A Blue Stimsonite, Fire-Lite reflector (or approved equal) shall be placed in the center
of the street opposite fire hydrants.
Color
Red (Urethane)
Red (Urethane)
Blue (Urethane)
Yellow (Urethane)
6.7.3(m)(3) Blocking shall be included in payment for fire hydrants and shall not be paid separately.
6.7.3(n) All fittings and valves shall be fitted with mechanical joint restraint devices as
manufactured by EBAA Iron Works. "Meg-a-lug" restraint systems shall be used for
ductile iron pipe and "2000PVU restraints shall be used for PVC pipe.
6.7.3(0)(1) Bullheads are not allowed.
6.7.3(r)(2) Blocking will not be measured and paid for as a separate pay item but is subsidiary to
water conduit installation.
6.7.3(s) The Contractor shall furnish all labor, materials and equipment to purge, disinfect and
test the completed waterline. Bacteriological test samples shall be collected and tested
by an independent testing laboratory approved by the City. The cost of testing shall be
borne by the Contractor.
6.7.3(t)(2) Tongue and groove pipe with pre-molded joint sealing compound will not be allowed
for manholes.
7.1.3(b) Add the following:
2000 psi concrete will be used in inaccessible locations when a mechanical device
cannot compact to required densities and as directed by the City, i.e.: under pipes,
road washouts, under paving, etc.
Backfill shall be placed and compacted in not greater than 6" layers. The
minimum backfill density shall be 95% at 2 to 4% above optimum moisture for all
backfill subject to vehicular traffic. All other backfill shall be placed at a density
equal to adjacent, undisturbed soil. Backfill density tests shall be determined in
accordance with ASTM D698 by an independent testing laboratory selected by the
Contractor and acceptable to the City. The Contractor shall pay for all costs of
testing backfill densities. One density test shall be performed at each location for
each 300 C.Y. of backfill placed. The location of the backfill test shall be selected
ORD 62-2003 Standard Spec.doc Page 18 of 23 0311 112003
by the City. The City may perform additional backfill density tests at his expense.
The Density tests which fail shall be retested at the Contractor's expense.
All structural concrete shall be Class C.
Add the following:
Testing of structural concrete strength shall be performed by an independent
testing laboratory acceptable to the City and paid for by the Contractor. The
Contractor shall furnish all materials, equipment and labor required to perform all
concrete tests including but not limited to slump, air content and concrete test
beams or cylinders.
Add the following to the f~st paragraph:
No water or dry cement shall be added to surface of concrete for ftnishing.
Pneumatically Placed Concrete may be used only where specifically called for on the
plans or where special permission has been obtained from the City.
All concrete for sidewalks and driveways approaches shall be Class A with an air
content of 3-5%.
Reinforcement is required in all driveways and walks. Reinforcing shall be #3 bars at
18" each way for both driveways and sidewalks. Reinforcing shall be supported by bar
chairs.
All concrete for medians shall be Class A with an air content of 3-5%.
All concrete for headers shall be Class A with an air content of 3-5%.
All concrete for concrete steps shall be Class A with an air content of 3-5%.
All concrete for retaining walls shall be Class C.
Delete the entire fifth paragraph beginning with "Unless otherwise specified ....."
Delete the last sentence in the paragraph and replace with:
The Contractor shall locate the position of work according to plans.
Measurement of rip-rap will be based on specified trench width plus 2 feet. In the event
of excessive excavation, the Contractor will be required to rip-rap the entire excavation
plus 1 foot on both sides at his expense.
OTHER PROVISIONS:
1. Measurement and Payment
Only those items in the Proposal will be measured and paid for. All other items of work required to
complete the project shall be considered subsidiary to the pay items in the proposal and no claims
whatsoever for extra work for such subsidiary items will be considered.
2. Record Drawings
The Contractor shall furnish two (2) sets of prints of the drawings marked with the location of all
water and sewer services, electrical cables and any changes in the plans to the Engineer.
3. Concrete Class
ORD 62-2003 Standard Spec.doc Page 19 of 23
Unless otherwise noted or specified, concrete shall be Class C.
5. Street Signs
All street signs and hardware shall be purchased from or be as specified by the City of Anna. Where
possible, all street signs shall be mounted on light standards. Where signs cannot be mounted on
light standards, signs shall be mounted on 2" nominal diameter Schedule 40 hot dipped galvanized
steel pipe posts. Post lengths shall be 12'-0" for street identification signs and be 10'-0" long for
traffic control signs.
6. Pavement Striping
Pavement markings and striping shall be hot applied thermoplastic road striping compound equal to
Cata-Them as manufactured by Cataphote, Inc., Jackson, Mississippi. Striping compound shall be
placed on a clean substrate in strict accordance with the manufacturer's recommendations.
Reflective glass beads shall be applied to the fluid compound. Glass beads shall meet TxDOT
specifications regarding material and application.
ORD 62-2003 Standard Spec.doc Page 20 of 23
Exhibit B
CITY OF ANNA
CONSTRUCTION GENERAL NOTES
GENERAL
1. All construction shall be in accordance with the latest revision of the North Central
Texas Council of Governments "Standard Specifications for Public Works
Construction" including the "Standard Drawings" therein and the City of Anna's
addendum thereto.
1. Before beginning construction, the contractor shall prepare a construction sequence
schedule. The construction schedule shall be such that there is the minimum
interference with traffic along or adjacent to the project.
2. Construction may not be begun earlier than 7:00 A.M. on weekdays nor continued
after dark without prior permission from the City of Anna. Construction on Saturday
may not be begun before 8:00 A.M. and work on Sunday is prohibited without
special permission.
3. Utilities shown on the plans were taken from field surveys and information provided
by the utility companies. The completeness and the accuracy of this data is not
guaranteed.
The contractor is responsible for verifying the location of all underground utilities
and structures and protecting them from damage during construction.
4. Work may not be backfilled or covered until it has been inspected by the City.
5. Material testing shall be performed by an independent testing laboratory and paid for
by the Contractor. The following material tests shall be provided by the Contractor:
a. Embankment - One soil density test shall be performed at each location for each
500 C.Y. of backfill placed.
b. Pavement Subgrade - One gradation test (where lime stabilized) and one soil
density test shall be performed for each 100 linear feet of pavement
c. Utility Trench Backfill - One soil density test shall be performed for each 250 1.
f. of trench.
d. Concrete Tests:
(1). Compressive Strength - as specified in the N.C.T.C.O.G. specifications.
(2). Air Content - One test for each 25 C.Y. of concrete or fraction thereof.
(3). Slump - One test for each 9 C.Y.
The City shall select the location and depth of each soil density test.
ORD 62-2003 Standard Spec.doc Page 21 of 23
6. All excavation on the project is unclassified.
Temporary erosion control shall be used to minimize the spread of silt and mud from
the project on to existing streets, alleys, drainageways and public and private
property. Temporary erosion controls may include silt fences, rock check dams,
stabilized construction entrances, straw bales, berms, dikes, swales, strips of
undisturbed vegetation, check dams and other methods as required by the City
Administrator or his representative and shall conform to the "Storm Water Quality
Best Management Practices for Construction Activities" as published by the North
Central Texas Council of Governments.
8. Finished slopes on public rights-of-way and easements shall not be steeper than 4: 1.
All slopes steeper than 6:l shall be covered with erosion control matting and be
hydromulched and maintained by the contractor until grass covers all parts of the
slope.
9. The contractor shall maintain two-way traffic at all times along the project.
10. Remove, salvage and replace all street and traffic control signs which may be
damaged by the construction of the project.
11. All trenching and excavation shall be performed in accordance with OSHA
standards.
PAVING
1. All embankment shall be compacted to 95% Standard Proctor density.
2. All streets and alleys shall be placed on lime stabilized subgrade with a lime content
of not less than 6%.
3. The minimum 28 day compressive strength of concrete street paving shall not be less
than 3600 psi and shall be air entrained. Water may not be applied to the surface of
concrete paving to improve workability.
4. All curb and gutter shall be integral with the pavement.
5. Parabolic crowns are required on all street pavement except on major thoroughfares
where straight sections are required.
6. Streets and alleys shall be constructed with provisions for sidewalk ramps at all
intersections.
7. All streets and alleys must be cored afier paving to check thickness of pavement.
DRAINAGE
ORD 62-2003 Standard Spec.doc Page 22 of 23
1. Storm sewer pipe shall be reinforced concrete, Class I11 unless otherwise noted.
2. All structural concrete shall be Class "C" (3600 psi compressive strength at 28 days),
air entrained.
3. The contractor shall install plugs in storm sewer lines or otherwise prevent mud from
entering the storm sewer system during construction.
4. Visual inspection of storm sewers is required. The contractor shall furnish one copy
of the video tape of the sewer inspection in VHS format to the City..
WATER AND SANITARY SEWER
1. Water mains shall be AWWA C-900 PVC Class 150 unless otherwise noted.
Minimum cover for waterlines is 48" below top of curb, 60" where no curbed street
is present or as required to clear existing utilities, whichever is greater.
2. Marking tape shall be installed over PVC water lines.
3. Fittings for PVC water lines shall be ductile iron and be encased in a polyethylene
sheath.
4. Valves, including tapping valves shall be resilient seat gate valves.
5. All direct burial valves shall be provided with cast iron valve boxes with PVC stacks.
Valve stacks shall be vertical and concentric with the valve stem. Stainless steel
valve extensions are required on all valves where the operating nut is greater than 4
feet below finished grade.
6. Fire hydrants shall be field painted and color coded as directed by the Anna Fire
Chief.
7. All exposed bolting on any buried equipment or material shall be stainless steel.
Included are:
a. Bonnet and stuffing box bolts on valves.
b. Shoe bolts on fire hydrants.
c. Flange bolts.
d. "Cor-ten" mechanical joint "T" bolts are acceptable for direct burial service.
e. Meter boxes shall be as approved by the City of Anna. Contact the City Engineer
for specifications.
8. Sanitary sewer mains shall be DR 35 PVC.
a. The contractor shall install and maintain water tight plugs in all connections to the
City's sanitary sewer system until the project is accepted by the City.
b. All sanitary sewer lines manholes shall be leak tested before the project is
accepted. Deflection testing of PVC sewer lines is required.
c. Visual inspection of sanitary sewers is required. The contractor shall furnish one
copy of the video tape of the sewer inspection in VHS format to the City.
ORD 62-2003 Standard Spec.doc Page 23 of 23