Docstoc

SectionS

Document Sample
SectionS Powered By Docstoc
					                                  CONSTRUCTION OF

                              VIA BLAIRO SEWER MAIN

                                   Project No. 18-206

                                   SPECIAL PROVISIONS

                             SECTION S – SANITARY SEWER


The following Special Provisions supplement and amend the Standard Specifications for
Public Works Construction 2009 Edition and the 2011 Cumulative Supplement (Greenbook).
These Special Provisions have been arranged into a format that parallels the Greenbook.

Bidders with pre-bid inquiries regarding the Work covered in this Section should be directed to
Linda Bazmi at (951) 739-4960.



                                                        Prepared By:

                                                         _____________________________

                                                               ___________________
                                                                     Date


                                                        Reviewed:

                                                         _____________________________

                                                               ___________________
                                                                     Date
                                                  SECTION S – SANITARY SEWER

                                                                  Table of Contents

                                                                                                                                               Page
SECTION 7 - RESPONSIBILITIES OF THE CONTRACTOR

7-8.5.2 Sewage Bypass and Pumping Plan ........................................................................................... S-1

SECTION 207 – PIPE

207-1 NONREINFORCED CONCRETE PIPE.

207-8.4.1        Vitrified Clay Pipe Sewer Saddles...................................................................................... S-1
207-9.2          Ductile Iron Pipe for Water and Other Liquids ................................................................... S-1
207-9.2.1        General ............................................................................................................................... S-1
207-9.2.2        Pipe Joints ......................................................................................................................... S-2
207-9.2.3        Fittings ............................................................................................................................... S-2
207-9.2.4        Lining and Coating ............................................................................................................. S-2
207-9.2.6        Polyethylene Encasement for External Corrosion Protection............................................ S-2
207-9.2.7        Polyurethane Coating and Lining ....................................................................................... S-2
207-9.2.8        Performance Requirements ............................................................................................... S-3
207-9.2.9        Cutting and Machining........................................................................................................ S-3
207-9.4          Marking, Handling, and Storage......................................................................................... S-4
207-9.4.1        Markings ............................................................................................................................. S-4
207-9.4.2        Handling and Storage......................................................................................................... S-4
207-17           PVC Plastic Pipe ................................................................................................................ S-4
207-17.1         General ............................................................................................................................... S-4
207-17.2.1       Identification Marks............................................................................................................. S-4

SECTION 300 - EARTHWORK

303-1.8.2        Grouting .............................................................................................................................. S-4
303-1.12         PreCast Concrete Manholes .............................................................................................. S-5
303-1.12.1       General ............................................................................................................................... S-5
303-1.12.2       Manhole Installation and Protection .................................................................................. S-5
303-1.12.3       Manhole Inspection ............................................................................................................ S-5
306-1.2.2        Pipe Laying ......................................................................................................................... S-5
306-1.2.2.1      Curved Alignments ............................................................................................................. S-6
306-1.2.13       Installation of Plastic Pipe and Fitting ................................................................................ S-6
306-1.2.14       Installation of Laterals......................................................................................................... S-6
306-1.4          TESTING PIPELINES ........................................................................................................ S-6
306-1.4.1        General ............................................................................................................................... S-6
306-1.4.2        Water Exfiltration Test ........................................................................................................ S-7
306-1.5.8        Final Inspection .................................................................................................................. S-7
306-1.8          Testing of Manhole ............................................................................................................. S-8
306-2.1          General ............................................................................................................................... S-8
306-2.1.1        Reference Specification ..................................................................................................... S-9
306-2.3          JACKING STEEL CASING ................................................................................................ S-9
306-2.3.1        General ............................................................................................................................... S-9
306-2.3.1.1      Materials ............................................................................................................................. S-9
306-2.3.2        Control of Alignment and Grade......................................................................................... S-10
306-2.7          Quality Assurance .............................................................................................................. S-11
SECTION 500- PIPELINE

500-1.1.4   Cleaning and Preliminary Inspection ................................................................................ S-11
500-1.1.5   Television Inspection .......................................................................................................... S-11
                                        PART 1
                                   GENERAL PROVISIONS

SECTION 7 - RESPONSIBILITIES OF THE CONTRACTOR

7-8.5.2 Sewage Bypass and Pumping Plan. Insert the following at the end of 2nd sentence of 1st
paragraph:

The average sewer flows tributary to the Yuma Sewer Lift Station is 48 gpm and peak flow is 113
gpm.
                                           PART 2
                                    Construction Materials
Section 200- Rock Materials

Insert the following Subsection:

207-8.4.1      Vitrified Clay Pipe Sewer Saddles. Saddles shall be placed between existing
joints. A hole shall be made with a diamond saw midway between joints. Extreme care shall be
used starting with a small hole and carefully enlarging the diameter to provide a hole approximately
¼ inch larger than the outside diameter of the saddle. The saddle shall be epoxied in place, filling
the annular space between saddle and pipe wall with epoxy and attached with 2 stainless steel pipe
bands. The inside shall be wiped to provide a smooth joint of the saddle to the pipe wall. No
additional pipe may be joined to the saddle until the Contractor receives approval of the saddle
connection from the Engineer. No dripping of pipe is allowed.

207-9.2         Ductile Iron Pipe for Water and Other Liquids.

207-9.2.1      General. Insert the following at the end of the section:

One pipe manufacturer must furnish the coated and lined pipe without altering or modifying the
Contractor's responsibilities under the Contract.

All nuts, bolts, and washers shall be 316 stainless steel including bolts for service saddles, tapping
saddles, and flange connections. All nuts, bolts, and washers for flexible couplings and mechanical
joints shall be high strength low alloy steel. Entire coupling shall be wrapped with 3 layers 8-mil
polyethylene wrap. Bolts shall be lubricated with anti-seize lubricant.

Insert the following table at the end of 207-9.2.1

                                           Table 207-9.2.1A
                          Description of work                                Specifications
Thickness Design of ductile iron pipe                                     AWWA C150/ANSI A21.50
Ductile iron compact fittings                                             AWWA C153/ANSI A21.53
3-inch through 24 inches and 54 inches through 64 inches
Terminology for Paint, Varnish, Lacquer and related products                     ASTM D16
Test method for rubber property – effect of liquids                             ASTM D471
Polyethylene plastics, molding and extrusion materials                          ASTM D1248


                                                     S-1
Test method for rubber property – durameter hardness                          ASTM D2240
Test method for abrasion resistance of organic coatings by the                ASTM D4060
Pull-off strength of coatings use portable adhesion testers                    ASTM 4541
Impact Resistance of pipeline coatings (falling weight test)                   ASTM G14

207-9.2.2     Pipe Joints. Add the following after the last sentence in the last paragraph:

Restrained joints shall be an approved type provided and recommended by the pipe manufacturer.

207-9.2.3     Fittings. Add the following after the first paragraph:

Fittings of the compact type for ductile iron pipe shall conform to the requirements of AWWA
C153/ANSI A21.53 and shall have a minimum pressure rating of 250 psi.

Fittings shall be of the diameter and class shown in the Specifications or the Plans. Compact type
fittings shall be used where possible.

207-9.2.4     Lining and Coating. Add the following to the end of first paragraph:

Cement for mortar lining shall be Type II or V. Fly ash or pozzolan shall not be used as a cement
replacement. Minimum lining thickness shall be as follows:

                                          Table 207-9.2.4A
                          Nominal Pipe          Minimum Lining
                          Diameter (in)         Thickness (in)
                             3-12                     1/8
                             14-24                   3/16
                             30-54                    1/4

207-9.2.6       Polyethylene Encasement for External Corrosion Protection. Add the following
to the end of the first paragraph:

Polyethylene sleeves shall be color-coded; blue for potable water, green for sanitary sewer, and
purple for reclaimed water systems.

Add the following Subsections:

207-9.2.7     Polyurethane Coating and Lining.

Polyurethane material shall be a 1 to 1 polyol resin to isocyanate resin, 2-component mixture of
Type V conforming to ASTM D 16. Ductile iron pipe, fitting, and specials shall be lined and coated
with polyurethane.

The following are City of Corona approved polyurethane manufacturers:

       Ameron – Amershield Polyurethane
       Devoe/Napko – Prufthane 359 High Build Polyurethane
       Sherwin-Williams – Hi-Solids Polyurethane B65W300



                                                S-2
        Porter – 8610 High Build, Hi-Solids Polyurethane

Pipe surfaces shall be prepared by solvent washing (SSPC-SP1) followed by near white blast as
applied to ductile iron (SSPC-SP10). Pipe temperatures shall be at least 5°F warmer than the dew
point in the area of the application equipment. Pipe shall be warmed if necessary. Material
components shall be stored at temperatures warmer than 50°F and shall not be stored longer than
6 months. Older components shall not be used.

Material shall conform to Table 207-9.2.7A for minimum nominal thicknesses


                                            Table 207-9.2.7A
              Pipe Interior                                                   40 mils
              Pipe Exterior                                                   25 mils
              Sealing Areas on Bells and Spigots¹                             8 mils
              Coating and Lining repair of holidays and cut ends              Note 2
               ¹ Thicker material that does not compromise joint tightness may be accepted.
               ² Holidays and cut ends shall be repaired by solvent cleaning, roughening with coarse sand
               paper, and application of brushable 2-component material recommended by the
               manufacturer for such purposes. Overlap the acceptable coating and lining at least one inch
               in all directions. Mix repair materials and apply in accordance with the manufacturer’s
               recommendation.

207-9.2.8      Performance Requirements. Coating and lining shall have the following properties:

   a) Impact Resistance no less than 80 inch-pounds when tested according to ASTM G14 for 40-
      mil thickness.

   b) Adhesion no less than 2,000 psi when tested according to ASTM D 4541.

   c) Hardness 65 (plus or minus 5), Shore D, at 70 degrees F, when tested according to ASTM D
      2240.

   d) Abrasion Resistance less than 100 mg weight loss per 1,000 revolutions of a CS-17 wheel
      when tested according to ASTM D 4060.

   e) Chemical Resistance less than 5 percent weight change after 90 days tested according to
      ASTM D 543 (1O% HSO, 10% HCL, 30%NaOH, HS, raw sewage).

   f)   Permeability less than 5 percent weight change after 90 days tested according to ASTM D
        543.

   g) Dielectric Strength no less than 200 volts per mil of coating.

   h) Coal Tar content of zero percent.

   i)   Fillers less than 30 percent

207-9.2.9      Cutting and Machining. Pipe shall conform to the pipe manufacturer's standard
procedures for this operation. Pipe shall not be cut with a cold chisel, standard iron pipe cutter, nor
any other method that may fracture the pipe, produce ragged, uneven edges, or otherwise impair
the condition of the pipe.

                                                  S-3
Add the following Subsections:

207-9.4        Marking, Handling, and Storage

207-9.4.1     Markings.      All pipe shall be factory marked indicating size and class. Legibly
mark specials 24 inches in diameter and larger in accordance with the laying schedule and marking
diagram.

207-9.4.2      HANDLING AND STORAGE. Pipe shall be lifted in such a manner as to minimize
bending and prevent damage to the pipe. During transport, pipe shall be supported to prevent
distortion or damage to the pipe. When not being handled, pipe shall be stockpiled on timber
cradles or properly prepared ground with all rocks larger than 3 inches eliminated. All pipe fitting
valves and accessories shall be carefully lowered into the trench in such a manner as to prevent
damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or
dumped into the trench. Contractor shall smooth out any burrs, gouges, or weld splatter and repair
other defects prior to laying the pipe. Any pipe section, including coating and linings, that becomes
damage as a result of handling or stockpiling shall be replaced with a new repaired at no additional
cost to the Owner.

Section 207-17        PVC PLASTIC PIPE

207-17.1       General. Add the following to the end of section:

The hole in the sewer shall be made with an appropriate cutting tool recommended by the
manufacture. It shall be made with extreme care starting with as small a hole as possible and
carefully enlarged so as to provide a hole approximately ¼ inch larger than the size of the branch
diameter. The saddle shall be solvent welded or gasket skirt and held in place with stainless steel
straps on each end of the saddle. Stainless steel straps shall be provided with the saddle by the
saddle manufacture. The solvent shall be per manufacture’s recommendation. A gasket skirt saddle
is not allowed when air testing is required on the sewer line. No additional pipe may be joined to the
saddle until the Contractor receives approval of the saddle connection from the Engineer.

All nuts, bolts, and washers shall be 316 stainless steel including bolts for service saddles, tapping
saddles, and flange connections. All nuts, bolts, and washers for flexible couplings and mechanical
joints shall be high strength low alloy steel. Entire coupling shall be wrapped with 3 layers 8-mil
polyethylene wrap. Bolts shall be lubricated with anti seize lubricant.

207-17.2.1     Identification Marks. Add the following after item d):
 e) The date of extrusion on the pipe shall be recorded in conjunction with records to be held by
    the manufacturer for 2 years, covering quality control tests, raw material batch number, and
    other information deemed necessary by the manufacturer.

PART 3 CONSTRUCTION METHODS

SECTION 300- EARTHWORK

Insert the following Subsection:

303-1.8.2      GROUTING. Add at end of first paragraph:


                                                 S-4
Mortar for joining manhole sections shall consist of 1 part cement to 2-1/2 parts of sand by volume.

Products shall be manufactured by one of the following (or equal):

       a) Manhole Sections: Ameron; Associated Concrete Products, or Southwest Concrete
          Products.

       b) Frames and Covers: Vulcan Foundry, Inc., South Bay Foundry, or Alhambra Foundry.
       c) Warning Sign: W.H. Brady Company; Seton Nameplate Corporation

Insert the following Subsections:

303-1.12       PreCast Concrete Manholes.

303-1.12.1     General. The Work of this Section includes providing precast concrete manholes and
related appurtenances. Precast concrete manhole risers, grade rings, tops, cones, and base
sections shall be designed and constructed in accordance with the requirements of ASTM C 478.
Manhole frames and covers shall be non-rocking and shall conform to the requirements of ASTM A
48, Class 30.

303-1.12.2 Manhole Installation and Protection. When constructing a precast manhole the
Contractor shall adhere to the following:

       a) Use false bottoms to prevent damage to manhole and debris from entering pipe.

       b) Place circular steel plate over shaft or opening.

       c) Delineate around manhole to protect by using delineators, barricades, tape or any other
          physical barrier deemed necessary.

       d) Check manholes at the end of each day for debris which may have fallen in.

       e) If manholes need to be field core drilled, then the Contractor must adhere to the
          following requirements:

               (1) After hole is cored, install pipe and temporary mechanical plug.

               (2) Coring must be performed by an experienced Contractor approved by the
                   Engineer.

303-1.12.3 Manhole Inspection. Upon request, the Contractor shall provide the Engineer a
workman with ladder or other safe and adequate means for inspection access. Inspection will be a
visual inspection by the Engineer. Any offsets or debris, steps or any other infraction will be listed
and given to the Contractor with a correction notice. A clean set of blueline plans will be used for
redline marks and dated. Any corrections will be marked in red and dated with date of inspection.
If corrections are to be made, a date of re-inspection will be written on the plans. Visual
confirmation of repair will be made and documented by the Engineer. The marked up street
improvement plan will accompany the sewer video turned over to the Engineer.

306-1.2.2      Pipe Laying. Replace 2nd sentence of the 2nd paragraph with the following:


                                                 S-5
Where the proposed piping will connect to existing piping, the Contractor shall excavate the point of
connection to verify size, layout, and depth. Prepare a sketch of the proposed point of connection
for submittal to the Engineer. The Contractor shall give the Engineer a minimum of two hours to
inspect the existing piping before connection is made and backfilling.

Add the following at end of third paragraph:

Except for short runs, which may be permitted by the Engineer, sections of pipe shall be laid in a
sequence moving in an upgrade direction on grades exceeding 10 percent. Pipe, which is laid in a
downgrade direction, shall be blocked and held in place until sufficient support is furnished by the
following pipes to prevent movement.

Closures and corrections pieces shall be provide as required to adjust the pipe laying to conform to
pipe stationing shown. Any change in location or number of said items shall be subject to
acceptance by the Engineer.

Add the following Subsection:

306-1.2.2.1 Curved Alignments. Curved alignment may not be used on the gravity sewer lines.
Where curved alignments are indicated on pressure sewer and water lines, deflecting the joints will
be allowed only in accordance with the written instructions of the pipe manufacturer and these
specifications. Where a smaller radius of curvature is required than can be accommodated by
deflecting the joints, sections of pipe with beveled ends may be laid unless fabricated bends are
indicated. Maximum joint deflection and maximum bevel for different pipe sizes and joint designs
shall be in accordance with the pipe manufacturer's recommendations and these specifications. In
no case shall a 2-degree joint deflection be exceeded.

306-1.2.13     Installation of Plastic Pipe and Fitting. Add the following after the last paragraph:

Sags over 3/8-inch are not allowed and must be repaired.

Add the following Subsection:

306-1.2.14       Installation of Laterals. The Contractor shall construct the number of laterals
shown on the Plans and at locations specified by the Engineer. All laterals, unless otherwise
specified, shall be constructed at right angles to the sewer main and in accordance with the
appropriate standard drawing. Unless otherwise specified, all laterals shall be PVC or D.I. as
required and shall be on a minimum slope of ¼ inch per foot, with a minimum depth at property line
of 5 foot to flow line.
“S” shall be inscribed in the center of the curb face in line with each sewer lateral installation. The
“S” shall be approximately 1 ½ -inch high and 1/16-inch deep.
When connecting to a ductile iron pipe sewer, fittings must be used. No “tapping” will be permitted.
No sewer shall be broken into except in the presence of the Engineer for saddle connection. The
connection shall be made with a standard vitrified clay “Y” saddle constructed with lugs to prevent
protrusion through the pipe or PVC molded or fabricated “Y” saddles with stainless steel straps.
306-1.4        TESTING PIPELINES

306-1.4.1     General. Add the following before first paragraph:


                                                 S-6
The Work shall comply with the current editions of the Uniform Plumbing Code.

Add the following to the end of first paragraph:

The Work includes temporary valves, plugs, bulkheads, and other air pressure testing and water
control equipment and materials. No materials shall be used which would be injurious to piping
systems and future function. Air test gages shall be laboratory-calibrated prior to the leakage test.

Add the following at the end of Section:

  h) Except as otherwise indicated, water for testing will be furnished by the Contractor. Owner is
     not responsible for conveying the water to the points of use.

  i)   Testing shall be performed in the presence of the Engineer

  j)   Release of water from pipelines, after testing has been completed, shall be performed in the
       presence of the Engineer.

306-1.4.2      Water Exfiltration Test. Replace the second paragraph with the following:

The measurements of water level and lead shall be from the centerline of the pipe instead of the
invert, and allowable leakage shall be determined as follows:
                             ½
        E = 0.000012LD (H)
Where
        E = allowable leakage in gpm of sewer tested
        L = Length of sewer and lateral connections tested, in feet
        D = Material diameters of the pipe in inches
        H = Different in elevation in feet between the water surface

In the upper manhole and the centerline of the pipe at the lower manhole, or if ground water present
above the centerline of the pipe in the lower manhole, the difference in elevation between the water
surface in the upper manhole and the ground water at the lower manhole.

Add the following Subsections:

306-1.5.8     Final Inspection.      Cleaning will be done via mandrel and flush and/or hydrojet
and vacuum. The cleaning process includes collection, removal, transportation, and disposal of
any sand, debris, and liquid wastes to legal disposal sites.

The mandrel size shall be SSPWC Table 306-1.2.12.2(A). A minimum of 2 P-traps installed in
series will be used in downstream manholes to prevent debris infiltration into City main line sewer.
Locations will be determined by the Engineer and the Engineer must be present. The mandrel shall
be pulled by hand via a string and shall have a 3/8-inch rope attached to the rear of the mandrel so
that the mandrel may be dislodged.
After completion of all work and prior to final paving, an approved type sewer ball equal to 95% of
the diameter of the pipe shall be sent through the sewer from the uppermost structure to the
lowermost structure. The Contractor shall, furnish all materials for carrying out the operation and
removing any obstructions that prevent the ball from traveling through the pipe.


                                                   S-7
306-1.9          TESTING OF MANHOLES - Manholes shall be hydrostatically tested for leakage
after installation, but prior to being backfilled. Prior to hydrostatic testing, manholes shall be visually
inspected for leaks. Leaks or cracks shall be repaired prior to hydrostatic testing. Pipes entering the
manhole shall be sealed at a point outside the manhole walls so as to include testing of the
pipe/manhole joints. The manhole shall be filled with water to a level 2 inches below the top of the
frame. Safety lines shall be secured to all plugs. After a period of at least one hour and when the
water level has stabilized, the manhole shall be refilled and the water level shall be checked. The
water level shall again be checked after a period of 4 hours. If the water level is reduced by more
than 4 inch, the leakage shall be considered excessive, and the manhole shall be repaired and
retested. The exterior of the manhole shall be inspected during this period for visible evidence of
leakage. Moisture, sweating, or beads of water on the exterior of the manhole shall not be
considered leakage, but any water running across the surface will be considered leakage and the
manhole shall be repaired.

306-2.1        General. Insert before the first Paragraph:

Jacking Pit: The excavations for the boring or jacking operations shall be adequately shored to
safeguard existing substructures and surface improvements and to ensure against ground
movement in the vicinity of the jack supports. Heavy guide timber, structural steel, or concrete
cradles of sufficient length shall be provided to assure accurate control of boring or jacking
alignment. Adequate space shall be provided within the excavation to permit the insertion of the
lengths of casing to be bored or jacked. Timbers and structural steel sections shall be anchored to
ensure action of the jacks in line with the axis of the casing. A bearing block, consisting of a timber
or structural steel framework, shall be constructed between the jacks and the end of the casing to
provide uniform end bearing over the perimeter of the casing and distribute the jacking pressure
evenly.

Closing of Pits: After jacking equipment and excavated materials from boring or jacking operations
have been removed from the jacking pit, the Contractor shall prepare the bottom of the jacking pit
as a pipe foundation. All loose and disturbed materials below pipe grade shall be removed to
undisturbed earth and shall be filled and recompacted in accordance with these Specifications

Add the following at the end of the second paragraph:

The Contractor shall be responsible for maintaining the specified line and grade, and for preventing
settlement of overlying structures, or other damage due to the boring and jacking operations

Add the following at the end of the third paragraph:

Jacking Head: A steel jacking head shall be fitted to the lead section of the casing in such a manner
that it extends around the entire outer surface of the steel casing and projects at least 18 inches
beyond the driving end of the casing. The jacking head shall not protrude more than ½-inch outside
of the outer casing surface. The head shall be securely anchored to prevent any wobble or
alignment variation during the boring or jacking operations. To minimize voids outside the casing,
excavation shall be entirely within the jacking head and not in advance of the head. Excavated
materials shall be removed from the casing as the boring or jacking operation progresses and
accumulation of excavated materials within the casing shall not be permitted.

Add the following at the end of the sixth paragraph:

If the Contractor is not ready to place the pipe in the casing at the time of completion of boring and
jacking operations, the ends shall be bulkheaded, and the approach trenches in public streets shall

                                                   S-8
be backfilled, temporary surfacing placed thereon, and the affected portion of the street reopened to
traffic.

Add the following at the end of the seventh paragraph:

Grout pressure shall be controlled so as to avoid deformation of the steel casing and avoid
movement of the surrounding ground. After completion of the grouting operations, the grout
connections shall be closed with cast-iron threaded plugs.

Add the following at the end of the eighth paragraph:

Unless soil borings in the immediate vicinity of the jacking location are made available by the
Engineer, Contractor shall investigate the existing soils and subsurface conditions so the
appropriate equipment is provided to counter conditions which can cause delay such as
groundwater, running sand, boulders, etc.

Insert the following subsections:

306-2.1.1       Reference Specifications.    The current editions of the following apply to the Work
of this Section:

       1.     ASTM A 283 Specification for Low and Intermediate Tensile Strength Carbon Steel
              Plates

       2.     ANSI/AWS D1.1 Structural Welding Code

       3.     ANSI/AWWA C200 Steel Water Pipe 6 Inches and Larger

       4.     Title 8, California Administrative Code, Chapter 4, Subchapter 20, Tunnel Safety
              Orders.

       5.     Title 8, California Administrative Code, Chapter 4, Subchapter 4, Construction Safety
              Orders, Article 6, Excavations, Trenches, Earthwork, Section 1542, Shafts.

306-2.3         JACKING STEEL CASING

Add the following Subsection

306-2.3.1       GENERAL

Steel casings shall be welded steel pipe of the diameters and plate thicknesses indicated. The
steel pipe casings shall conform to ANSI/AWWA C200, subject to the following supplemental
requirements. The casing shall be furnished complete with welded joint ends and pressure grout
couplings as indicated. The Contractor may select a greater diameter or thickness for the method of
work and loadings involved, site conditions, and possible interferences at no additional cost to the
City.

306-2.3.1.1     MATERIALS

The steel casing pipe shall be in accordance with ASTM A 283, Grade C, unless indicated
otherwise. The minimum casing inside diameter shall be at least 4 inches larger than maximum
outside diameter of the carrier pipe. The casing wall thickness shall be designed to accommodate

                                                S-9
the maximum jacking load allowed, as well as expected earth and live loads. Thickness shall be no
less than 3/8 inch and the Contractor shall be fully responsible for the sufficiency of the casing
provided. Casing section joints shall be of the interlocking type or butt welded, lap welded, or
welded using butt straps in the field. Each end of the casing for butt welding shall be prepared by
providing 1/4-inch by 45-degree chamfer on the outside edges.

Grout shall consist of one part portland cement, three parts sand and the minimum amount of water
necessary to obtain the desired consistency; and, all grout mixtures shall contain 2% of bentonite
by weight of the cement. Portland cement, water and sand shall conform to the applicable
requirements of SSPWC, except that sand to be used shall be of such fineness that 100% will pass
a Standard No. 8 sieve and at least 45%, by weight, will pass a Standard No. 40 sieve. Bentonite
shall be a commercial-processed powdered bentonite, Wyoming type, such as Imacco-gel, Black
Hills, or equal.

Provide 2-inch grout connections regularly spaced at 5 foot on center alternating at 30 degrees from
plumb each side of the vertical centerline. Longitudinal spacing between the grout connections may
be decreased to provide more frequent grouting, but in no case shall the spacings shown or
specified, be exceeded.

The Contractor shall provide casing spacers, skids or a combination of skids and spacers shall
provided per detail on plan to support the carrier pipe within the casing, to prevent the carrier pipe
from floating, and to electrically insulate the carrier pipe from the casing. Skids or spacers shall be
designed and spaced to support the carrier pipe when full, with no water in the annular space. The
skids or casing spacer risers on the underside of the carrier pipe shall be high enough so that the
carrier pipe shall clear the invert of the casing pipe by one inch minimum. There shall also be a
maximum of one inch clear space between the top of this top skid or riser and the crown of the
casing.

Seals shall be standard wrap around end seals, made of synthetic rubber, with self-curing rubber
sealing strips and provided with Type 316 stainless steel bands and clamps. End seals shall be
manufactured by Pipeline Seal and Insulator Inc., Model(s) S, C, or W, Advance Products &
Systems Inc. Model(s) AC or AW, or equal.

Foaming agents shall meet the requirements of ASTM C869.

Sand for the annular space between the carrier pipe and the steel casing shall be clean and 100%
shall pass a Standard No. 30 sieve. Sand shall be conveyed by air through a hose and deposited
by air pressure in its final position. The sand shall be free of lumps to flow unimpeded and to
completely fill all voids. In general, sand backfill will be considered complete when no more sand
can be forced into the annular space. The Contractor shall protect and preserve the interior
surfaces of the steel casing from damage.

Add the following Subsection:

306-2.3.2      Control of Alignment and Grade

The Contractor shall control the application of the jacking pressure and excavation of materials
ahead of the casing but within the jacking head as it advances to prevent the casing from becoming
earthbound or deviating from the required line and grade. The Contractor shall restrict the
excavation of the materials to the least clearance necessary to prevent binding in order to avoid
loss of ground and consequent settlement or possible damage to overlying structures. Allowable
grade deviations in horizontal and vertical alignments shall be no greater than 0.2 foot per 100 feet

                                                 S-10
in any direction over the length of the jacking or boring to a maximum deviation of 0.5 foot. Final
installation shall be without a sag in the pipe. A lubricant such as bentonite may be used to reduce
the friction between the casing and the bore hole after first reviewing the procedure with the
Engineer. Survey control shall be provided by a California licensed land surveyor who shall also
monitor for any settlement over the casing. The Contractor shall provide two copies of the controls
and monitoring record to the Engineer at completion.

306-2.7        Quality Assurance

The Contractor shall furnish the Engineer a minimum of 3 days’ advance notice of the start of an
excavation or boring operations. All Work shall be performed in the presence of the Engineer,
unless the Engineer has granted prior approval to perform such work in its absence. All welding
procedures used to fabricate steel casings shall be prequalified under the provisions of ANSI/AWS
D1.1. Welding procedures shall be required for, but not necessarily limited to, longitudinal and girth
or special welds for pipe cylinders, casing joint welds, reinforcing plates and grout coupling
connections. All welding shall be done by skilled welders, welding operators, and tackers who have
had adequate experience in the type of materials to be used. Welders shall be qualified under the
provisions of ANSI/AWS D1.1 by an independent local, approved testing agency not more than 6
months prior to commencing work on the casing or pipeline. Machines and electrodes similar to
those used in the Work shall be used in qualification tests. Furnish all material and bear the
expense of qualifying welders.

PART 5 SYSTEM REHABILIATION

SECTION 500- PIPELINE

500-1.1.4      Cleaning and Preliminary Inspection.

500-1.1.5      Television Inspection – Replace the third sentence of first paragraph with
following:

All video inspection shall be recorded in digital format on a CD or DVD.

Replace the first sentence of the last paragraph with following:

Documentation shall consist of a color, digital format video (CD or DVD), log sheets, and a written
report detailing the post rehabilitation or post-installation condition of the pipeline and lateral
connections / openings.




                                                S-11

				
DOCUMENT INFO
Shared By:
Categories:
Tags:
Stats:
views:9
posted:11/5/2011
language:English
pages:14