HomeMy WebLinkAbout; La Costa Storage Reservoir No. 1 Dam; Soils Report; 1979-09-01TECHNICAL SPECIFICATIONS
for
Construction of
LA COSTA STORAGE RESERVOIR NO. 1 DAM
and
LA COSTA BALANCING RESERVOIR DAM
at
PANCHO LA COSTA
Carlsbad, California
SAN MARCOS COUNTY WATER DISTRICT
RECLAMATION PROJECT
LA COSTA LAND COMPANY
Carlsbad, California
September 1979
WCODWARD-CLYDE CONSULTANTS
Consulting Engineers, Geologist, and Environmental Scientists
San Dieqo, California
PREFACE
These Technical Specifications are one of five documents comprising
the bid package for the construction of two dams (Storage Reservoir
No. 1 and Balancing Reservoir) in connection with the San Marcos
County Water District Reclamation Project.
The five documents are:
(1) Plans for Storage Reservoir No. 1
(2) Design Memorandum for Storage Reservoir No. 1
in two parts:
Part 1 - Site Investigations and Laboratory Testing
Part 2 - Design of Dam, Spillway, and Outlet Works
(3) Plans for Balancing Reservoir
(4) Design Memorandum for Balancing Reservoir in
two parts:
Part 1 - Site Investigations an< Laboratory Testing
Part 2 - Design of Dam, Spillway, and Outlet Works
(5) Specifications
TECHNICAL SPECIFICATIONS
,
SECTION NO. TITLE
1 General
2 Care and Diversion of the Stream
3 Cleaning and Grubbing
4 Excavation and Foundation Preparation
5 Seepage Relief Wells
6 Embankment and Backfill
7 Embankment Instrumentation
8 Concrete Work
9 Gunite
10 Miscellaneous Metalwork
11 Painting, General
12 Protective Coatings
13 Fencing
14 Piping and Control Valves
TECHNICAL SPECIFICATION
SECTION 1
GENERAL
1. LOCATION
The STORAGE RESERVOIR AND BALANCING RESERVOIR AND APPURTENANT
FACILITIES are to be constructed on property controlled by La Costa
Land company (Owner), as indicated on the drawings.
2. DESCRIPTION
The work involves construction of one (1) dam and appurtenant
works at each of two sites identified as the Storage Reservoir and
the Balancing Reservoir. The work to be done shall include the
furnishing of all labor, material, and equipment necessary or
incident to the construction and completion of all work indicated
on the drawings and as specified herein, which in general consists
of diversion and coi;trol of rain water; dam; spillway; outlet works
including intake control structure and outlet control structure and
house; piping; controls; instrumentation, and roads.
3. PROJECT DRAWINGS
The location of the work and the details for the construction
of the improvements shall conform to the drawings marked San Marcos
County Water District Reclamation Project, Storage Reservoir and
Balancing Reservoir and Appurtenant Facilities.
4. STANDARD SPECIFICATIONS
Wherever the term Standard Specifications appears in these
specifications, it shall mean the Standard Specification of the
State of California, Department of Public Works, Division of
Highways, dated January, 1978. Wherever State Agencies, Depart-
ments, or Officers are referred to therein, Owner is meant thereby
for the purpose of these contract documents. Measuren?ents and
Payment paragraphs therein are to be disregarded. This speci-
fication may be purchased from the State of California, Department
of Public Works, Division of Highways, Sacramento, California.
5. EXPLANATION AND MODIFICATIONS
The work shall also conform to such other drawings relating
thereto as may be furnished by the Engineer prior to the opening of
proposals and to such drawings in explanation of details or minor
modifications as may be furnished from time to time during con-
struction, including such minor modifications as the Engineer may
consider necessary on account of conditions found during the
prosectuion of the work.
l-l
5.1 In the event of any discrepancy between drawings and spec-
ifications, the decision of the Engineer thereon shall be decisive.
The written dimensions on the drawings are presumed to be correct,
but the Contractor is required to check carefully all dimensions
and quantities before beginning work thereon. Should any errors or
omissions be discovered, the Engineer shall be so advised in
writing and the proper corrections made. Any such adjustments made
by the Contractor without prior approval shall be at this own risk,
and the settlement of any complications arising from such adjust-
ments shall be made by the Contractor at his own expense. All
notes on the drawings shall be carefully observed by the Contractor
and are to be made a part of the Contract.
6. MATERIAL AND EQUIPMENT DRAWINGS
Fabricated materials or equipment to be incorporated in the
work shall be approved by the Engineer. In ample time to permit
satisfactory progress of the work, the Contractor first shall
obtain and check manufacturers' shop drawings and other pertinent
data for conformance with all requirements of the drawings and
specifications. After completion of such checking and verification,
the Contractor shall submit such shop drawings and pertinent data
to the Engineer for approval in accordance with the requirements of
Special Conditions.
7. PROFILES AND ELEVATIONS
Profiles and elevations of the ground are indicated on the
drawings. Elevations are referred to a datum to be given by the
Engineer.
8. LINES AND GRADES
The Owner will provide basic elevations and horizontal control
as specified in Section 8.8 of General Conditions. It shall be the
responsibj~lity of the Contractor to extend this information in the
field as necessary, to accurately established the location and set necessary slope and grade stakes of the facilities to be constructed.
All work under this Contract shall be built in accordance with the
lines and grades indicated on the drawings and as given by the
Engineer. These lines and grades may be modified as provided in
the Contract.
9. SEQUENCE OF WORK
Prior to commencement of the work the Contractor shall prepare
and submit to the Engineer for approwl a written schedule covering
the general sequence of the whole work to be performed. This
Submittal shall be made in accordance with the requirements of
SeCtiOn 3.2 of the General Conditions.
l-2
10. MATERIAL AND WORKMANSHIP
Materials or equipment noted on the drawings or in speci-
fications by a trade or manufacturer's name are so designated
primarily to establish standards of quality, finish, appearance,
and performance. 1n general it is not the intent to limit the
choice of materials and equipment to the specific product des-
ignated. Requests relative to substitutions for materials or
equipment specifically designated on the drawings or in the speci-
fications will not be considered until after award of the Contract.
Such requests shall be made in writing and shall be accompanied by
complete data on which the Engineer may make determination on the
merits of the proposed substituion. The written request shall
state how the product proposed for substitution compares with or
differs from the designated product in composition, size, arranqe-
ment, performance, etc.; and in addition, the request shall be
accompanied by documentary proof of equality or difference in price
and delivery, if any, in the form of certified quotations from
suppliers of both the designated and proposed items. I" case of a
difference in price, the Owner shall receive all benefit of the
difference in cost involved in any substitution and the Contract
altered by Change Order to credit the Owner with any savings so
obtained. In case of extra expenditure involved by a substitution,
the Contractor shall stand this expense. Any item approved for
substitutions shall be subject to all applicable provisions of the
specifications.
All specific requirements of the specifications shall be
adhered to, and all ncecssary modifications shall be made in the
article specified by trade name, type, or model of manufacturer's
equipment to make it conform to the specific requi;ements of the
specifications.
Materials of a general description shall be the best of their
several kinds, free from defects and adapted to the use for which
provided.
The physical characteristics of all materials not particularly
specified shall conform to the latest standards published by the
American Society for Testing and Materials where applicable.
All material shall be new and of the specified quality and
equal to the approved samples, if samples have been submitted. All
work shall be done and completed in a thorough, workmanlike manner,
notwithstanding any omission from these specifications or from the
drawings; and it shall be the duty of the Contractor to call the
Engineer's attention to apparent errcrs or omissions and request
instructions shall be as binding upon the Contractor as though
contained in the original specifications or drawings.
All material and workmanship of whatever description shall be
subject tc the inspection of and rejection by the Engineer if not
in Ccnformaxe with the specifications. All defective work or
materials shall be removed from the premises by the Contractor,
l-3
whether in place or not, and shall be replaced or renewed as
directed by the Engineer.
On all questions concerning the acceptability of materials,
classification of materials, execution of the work, conflicting
interest of contractors performing related work, and the deter-
mination of costs, the decision of the Engineer shall be final and
binding upon all parties.
Any defective material or workmanship or any unfaithful or
imljerfect work which may be discovered before acceptance of final
payment by the Contractor and/or within 1 year thereafter shall be
corrected immediately on the requirements of the Engineer without
extra charge, notwithstanding that it may have been overlooked in
previous inspections and estimates. Failure to inspect work at any
stage shall not relieve the Contractor from any obligation to
perform sound and reliable work as herein described. It is the
Contractor's ultimate responsible to deliver complete work at the
time of final payment which complies in all details with these
drawings and specifications.
11. TESTING AND INSPECTION
At the option of the Engineer, materials to be supplied under
this Contract will be tested and/or inspected, either at their
place of origin or at the site of the work. Prior to commencement
of the work under the Contract the Engineer will submit to the
Contractor an itemized schedule of the material tests and/or
inspections which will be required and the location where each such
test and inspection is to be conducted. The Contractor shall give
the Engineer written notification well in advance of actual read-
iness of materials, to be tested and/or inspected at point of
origin. Shop inspection shall not be construed as a final accep-
tance of the material, nor shall it preclude retesting or rein-
spection at the site of the work.
Materials which will require testing and inspection at the
place of origin shall not be shipped prior to such testing and
inspection.
The Contractor shall at all times maintain proper facilities
and provide safe access to all parts of the work where the work is
in preparation for purposes of inspection by the Engineer. Should
any work be covered up before approval or consent of the Engineer,
it must, if required by the Engineer, be uncovered for examination
at the Contractor's expense.
Various standards are referred to throughout these specifications
which are indexed by number and year (i.e. ASTM A 15-65). I" most
cases the year designation has been deleted; it is expected that
the material or methods specified shall conform to the latest curKent standard or specification of the designated index number.
Tentative standards shall be construed as current unless otherwise
noted. Where obsolete Federal Specifications have been shown as
l-4
standards, they shall be superseded by the latest Federal Speci-
fications covering the same subject.
Abbreviations used for various standards are as follows:
AC1 - American Concrete Institute
AEIC - Association of Edision Illuminating Companies
AIEE - American Institute of Electrical Engineers
ASA - American Standards Association
ASTM - American Society for Testing Materials
AWS - American Welding Society
AViWA - American Water Works Associaitcn
IPCEA - Insulated Power Cable Engineers Association
NBFU - National Board of Fire Underwriters
NEMA - National Electrical Manufacturers Association
UL - Underwriters Laboratories
USDC - United States Department of Commerce
l-5
SECTION 2
CARE AND DIVERSION OF THE STREAM
1. GENERAL
The work covered by this section consists of furnishing all
plant, labor and equipment and per-forming all operations in
connerticn with care and diversion of water that may accumulate in
the work areas from any source during the life of the contract
unless exceptions are made herein~.
2. PLAN
Specific time and procedure for diversion of the water at each
dam site will be at the Contractor's option; however, the general
timing and procedure shall be as discussed in this paragraph.
Diversion may be made through the completed cutlet works and/or an
apen channel of adequate width and depth to past the seasonal
flows. The Contractor's plan of divasion shall b2 acceptable to
the Engineer.
3. TREATMENT OF WATER PRIOR TO DIVERSION
Prior to diversion the flow of runoff water shall be kept in
such a condition that flows will not be substantially changed.
Normal care shall be exercised to prevent debris, brush, timber and
soil from being placed in or washed into the stream.
4. PROTECTION OF WATER RIGHTS
The Owner is obligated to furnish full flow of the surfxe and
subsurface water to downstream users of water at all times. The
Contractor shall accept this responsibility and SC perform to
fulfil1 the obligation.
5. DIVERSION
5.1 Temporary Diversion At the appropriate time the Contractor
may ccrrstruct temporary diversion dikes at a location upstream from
the toe of the main embankment of each dam. A flume, culvert,
open channel or some other device shall be used to divert the
stream around or through the work area. upon permanent diversion
through the cutlet works, the flume, culvert, or other device used
in temporary diversion shall be removed and the embankment work
area shall be satisfactorily cleaned by removing all loosened,
softened, contaminated, or utherwise deteriorated material tc
expose a working surface satisfactory to the Engineer. No em-
bankment fill shall be placed in aii arca that has not been cleaned
to the satisfaction of the Engineer. Until gravity flow through
the Outlet Works is provided, the Contractor shall maintain flows
required, as discussed under paragraph 4 above, in the channel
downstream from the dam b-y pumping or any other means acceptable to
the Engineer.
2-l
5.2 Protection of Completed Work. The Contractor shall protect
the completed portions of the embankment at each site against
excessive erosion, deterioration, or contamination from runoff due
to rain or stream flow through the embankment work area. In
particular, the internal filter drain zones shall be protected
against infiltration of silty, or clayey fines. All contaminated
filter drain material shall be removed and replaced with fresh,
clean material of the proper qradation to the satisfaction of the
Engineer at no cost to the Owner.
5.3 Dewaterinq Foundation. The Contractor shall construct and
maintain all secondary cofferdams, flumes, sumps and other pro-
tective works necessary to satisfactorily dewater foundations. He
shall furnish, install, maintain and operate all pumping or other
equipment necessary for maintaining the foundations of all work
free from water as required for each part of the work. All such
structures and/or equipment shall be removed at the appropriate
time and to the satisfaction of the Engineer. The Contractor shall
repair at his own expense any damage to the foundations or any
other part of the works resulting from leakage or failure of the
diversion or dewateripq works and from surface runoff.
2-2
SECTION 3
CLEANING AND GRUBBING
1. GENERAL
The work covered by this section consists of furnishing all
plant, labor, equipment and materials and performing all operations
necessary for the clearing and grubbing of the areas specified
herein or indicated on the drawings, for the removal and disposal
of all cleared and grubbed materials, and for the filling of all
holes caused by grubbing operations at both dam sites, as specified
herein.
2. CLEARING
2.1 General Clearing, unless otherwise specified, shall consist of
the complete removal above the ground surface, except as indicated
below, of all trees, stumps, down timber, snags, brush, vegetation,
abandoned structures, fencing, existing drainage structures and
similar debris in borrow areas, below the maximum operating pool
level within the reservoir areas and within all areas where the
dams, spillways, access roads, cutlet works and all appurtences are
to be constructed.
2.2 Trees. Trees in the reservoir areas but outside areas of dam
construction may be cut off above the ground surface no higher than
12 inches and stumps need not be removed. In areas of construction
of dams, access roads, spillways, cutlet works, channels and
appurtenances to the dam stumps shall be removed.
2.3 Vegetation. Vegetation to be removed shall consist of grass,
bushes, and weeds. Close growing grass, bushes and other vegetation
shall be removed to the ground surface.
2.4 Miscellaneous. The Contractor shall also remove all debris,
and other materials which have accumulated in borrow areas and
below the maximum operating pool in reservoir areas.
3. GRUBBING
3.1 General. Grubbing shall consist of the removal of all stumps
roots, buried logs, and other unsuitable matter.
3.2 Areas to be Grubbed
3.2.1 Embankments, Access Roads and Areas of Appurtenant
Structures Grubbing shall be performed within the limits of
the dam embankment toqether with 5-foot strips contiguous
thereto, in the areas of the spillways, and the cutlet works,
and in the area of access roads. All roots and other pro- jections over l-l/Z inches in diameter shall be removed to a
depth of 3 feet below the natural surface of the ground and to
a depth of 3 feet below the subgrade of areas to be surfaced.
3-l
The areas to be grubbed are those specific areas within the
limits specified herein above from which stumps, down timber,
snags, abandoned structures, and other projections have been
removed.
3.2.2 Channels and Ditches. All stumps and exposed roots and
other obstructions shall be removed from within the limits of
all channels and ditches to be constructed.
3.3 Borrow Areas. Only those portions of borrow areas from which
borrow material will actually be obtained under this contract shall
be grubbed to the extent necessary to provide materials free from
unsuitable matter.
3.4 Filling of Holes. All holes caused by grubbing operations
excluding holes in borrow and foundation preparation areas, channels
and ditches, shall be backfilled with suitable material in 12-inch
layers to the elevation of the adjacent ground surface, and each
layer compacted to a density at least equal to that of the adjoining
undisturbed material.
4. DISPOSAL OF DEBRIS
4.1 General All debris resulting from cleariqg and grubbing
operations shall, at the Contractor's option, be disposed of either
by chipping, or removal from the site.
4.2 Chipping All cut timber, down timber, dead timber, branches,
and brush may be chipped. The chips shall be hauled to stockpiles
or to other locations approved by the Engineer. The chips shall be
deposited in these areas in either piles or windrcws and later
spread in borrow areas. Disposal by spreading shall be acceptable
only in areas where the wood chips cannot be washed either into
ditches or streams or off the right-of-way by rainfall runoff.
4.3 Removal from Site of work. The Contractor may elect to remove
all or part of the debris from the site of the work. Such disposal
shall comply with all applicable Federal, State and Local laws.
The Contractor shall, at his option, either retain for his own use
or dispose of by sale or otherwise, any such materials of value.
The Owner is not responsible for the protection and safekeeping of
any materials retained by the Contractor. Such materials shall be
removed from the site of the work before the date of completion of
the work. If debris from clearing operations is placed on adjacent
property, the Contractor shall obtain without cost to the Owner,
additional right-of-way for such purposes. Such material shall be
SC placed as not to interfere with roads, drainage or other improvements and in such a manner as to eliminate the possibility of its entering
into channels, ditches, or streams. The Contractor shall submit
written evidence to the Engineer that he has obtained from the
property owner permission for disposal of material on the owner's
property. The written evidence shall consist of an authenticated
copy of the conveyance under which the Contractor acquired the
3-2
property rights and access thereto, prepared and executed in.accordance
with the laws of the State of California. If temporary rights are
obtained by the Contractor, then the period of time shall coincide
with the approved construction schedule, plus a reasonable time for
any extension granted for completion of the work.
3-3
SECTION 4
EXCAVATION AND FOUNDATION PREPARATION
The work covered by this section consist furnishing all plant,
labor, equipment and materials and performing all work required to
accomplish satisfactorily the excavation and disposal of excavated
materials from the dam foundations, spillways, outlet works, road-
ways and borrow areas, complete, at both dams sites, as shown on
the plans and as specified or directed.
2. CLASSIFICATION 0F EXCAVATION
Materials excavated will not be classified for payment except
as provided in the Measurement and Payment Section.
3. DEFINITION OF DEGREE OF ROCK WEATHERING
For the purpose of uniformity of identification of rocks in
these specifications, the degree of weathering is defined as:
(a) "Fresh rock" shows no discoloration, loss
of strength, or any other effects due to chemical 01
mechanical weathering.
(b) "Slightly-weathered rock" is slightly dis-colored, but
not noticeably weaker than the fresh rock.
(c) "Moderately-weathered rock" is discolored and noticeably
weathered, but drilled cores or equal size fragments
cannot be broken by applying pressure by hand across the
rock fabric.
(d) "Highly-weathered rock" is discolored and weathered to
the degree that drilled cores or equal size fragments can
readily be broken by applying pressure by hand across the
rock fabric.
(e) "Completely-weathered rock" is discolored and has entirely
changed soil consistency, but the original rock fabric is
nearly preserved.
4. STRIPPING
4.1 Stripping includes the removal of all organic laden topsoil,
or other organic*, including stumps, roots, and improvements from
the areas shown on the plans and any areas where major structures
will be located. Stripping shall be done to the lines and grades,
shown on the drawings and/or as approved by the Engineer. Stripping
shall generally be considered to include the excavation above a
depth of 6 inches.
4-1
4.2 Stripped materials shall be stockpiled in areas approved by
the Engineer and/or designated on the drawings for later use in
blanketing borrow areas during renovation of borrow areas. NO
materials from the *tripping operation shall be used in the com-
pacted dam embankment without approval of the Engineer.
5. FOUNDATION PREPARATION
5.1 After the stripping operations have been completed the various
foundation areas within the embankments shall be treated as discussed
below.
5.1.1 Dam Embankment Foundation In the areas designated on
the plans for construction of the dam embankments and to the
lines where the proposed embankment slopes meet the prepared
foundation area the overburden and weathered rock shall be
excavated as follows unless otherwise directed by the Engineer:
Storage Reservoir Above Elevation 535 - Remove soil
overburden and weathered rocks to a depth of four (4)
feet below natural ground surface.
Storage Reservoir Below Elevation 535 - Remove soil
overburden and weathered rock to a depth of six (6) feet
below natural ground surface.
In the transition areas between the four and six foot excavation
depths the contractor shall provide a transition of such slope
inclination and location as to allow proper placement and compaction
of embankment fill materials against firm undisturbed ground.
Balancing Reservoir - Remove soil overburden and weathered
rock to a depth of four (4) feet below natural ground surface.
Loose soil, free standing rocks, and loosened rock which in
the opinion of the Engineer would permit excessive leakage
shall be removed before placing compacted fills. In areas
where greater depths of material are encountered which in the
opinion of the Engineer are unsuitable for support of embankment
or structures these shall be removed as directed by the
Engineer. It is the intent of the plan of foundation preparation
to remove all unstable material such as soil and weak completely
weathered rock in embankment areas and to leave relatively
smooth firm surfaces against which embankment materials may be
placed and compacted. In the process it is expected some
highly weathered and moderately weathered rock will be excavated.
Ripping will not be allowed below the designated depths of
foundation preparation unless otherwise directed by the Engineer.
5.1.2 Access Road Embankment Foundation In the areas designated
on the plans for construction of embankments for access roads
the contractor shall remove organic laden topsoil, other
4-2
organics and other materials to the depths specified under
"Stripping" unless otherwise specified by the Engineer. After
stripping, the qround shall be benched wherever the natural
slopes of the ground are greater than 6 horizontal to 1 vertical.
The benches shall extend completely thrcugh the soil mantle
and into the underlying rock formation. The benches shall be
essentially flat, the width shall be at least 2 feet wider
than the compaction equipxxnt and not less than 10 feet and
the outside edge of the lowest bench shall extend below the
soil mantle.
5.1.3 Outlet Works Excavation below the Dam Embankme?lt
Foundation Preparation level for intake structures, the
outlet conduits, the outlet structures and approach and
discharge channels in connection therewith, shall be ac-
complished by benching or trenching to the approximate grades
and lines shcwn on the drawings. Where structures extend below the general bench elevation such local excavation
shall be made as required. The Owner reserves the right to
adjust laterally the location of the outlet works within the
bench areas to take maximum advantage of the foundation material
encountered and to make minor adjustments in the elevation if
conditions warrant. Hand clean-up and removal of soil from
rock surface with an air jet will be required prior to
placement of concrete. Excavation shall be to the lines and
elevations shown on the drawings. In certain areas concrete
is placed against the rock surface as a wall or encasement.
In these areas a neat line has been shown. No rock shall
remain which protrudes inside this line. Excavation and
concrete quantities shzll be compute2 to the line. NO measure-
ments for payment of excavation and concrete will be made
outside the line regardless of the cause of the void and the
void shall be filled with concrete at the contractor's expense.
Except in the outlet works area where undesirable material
may be encountered which in the opinion of the Engineer should
be removed. In these areas material shall be removed as
directed by the Engineer and back filled with lean concrete.
Measurement for excavation and backfill with lean concrete in
these areas shall be from the neat line to the lines directed
by the Engineer. In the arcas where a neat excavation line
only is shown the excavation shall conform to that line as
closely as practical and no rock shall protrude inside the
neat line where concrete is to be placed against the excavated
face. Measurements for excavation will be made to the neat
line in this case. ExcavatiOn outside the neat line shall be
at the Contractor's expense and the void shall be filled with
backfill material conforming to the adjacent backfill or with
concrete, all at the Contractor's expense.
5.1.4 Existing Pits. WJ~ere existing test pits are encountered
the Contractor shall be required to cut back the slopes in
such a manner as to prepare the pit for receiving compacted
fill. The work done in pre,-arinq the existing pits shall be
considered as part of the foundation preparation.
4-3
6.
5.2 Materials excavated es a result of foundation preparation
shall be used in the embankment if they meet the requirements for
the zone involved. Materials not meeting the requirements of the
zone involved may be disposed of in ireas approved by the Engineer
and/or designated on the drawings.
SPILLWAY AND ROADWAY EXCAVATION
Exavation from the spillways shall include excavation of all
material in the approach channels, crest structures, discharge
channels, spillway side slopes, culverts, roadways to the limits
shown on the drawings, end in the areas of the discharge channels
of the culverts all below the surface left by the stripping
operation. Excavation shall be to the lines and elevations shown
on the drawings. In certain areas concrete is placed against the
rock surfaces as a lining. In these areas a neat line has been
shown. No rock shall remain which protrudes inside this line.
Excavation and concrete quantities shall be computed to the line.
No measur-ments for payment of excavation end concrete will be made
outside the line regardless of the cause of the void and the void
shall be filled with concrete at the Contractor's expense. Cleanup
of surfaces on which concrete is to be placed shall be equal to
that specified for ths outlet works above.
7. BORROW
7.1 All materials required for construction of the embankment
which are not available from the required excavation shall be
obtained from the borrow areas shown on the drawings.
7.2 The borrow areas shall be stripped to such depths as necessary
to remove trash and all unsuitable organic materials and as
approved by the Engineer.
7.3 The Contractor shall con&act his excavation in the borrow area
so that the layers are mixed before loading in the hauling vehicles.
The Engineer reserves the right to change the limits of borrow
areas and to designate the depths of c-t or desired results so as
to obtain materials of acceptable gradation for use in the Specified
embankment zones.
7.4 Material for Zone 1 shall be the "moderately to highly weathered
rock" found below the surface soils in the vicinity of the dam
site. Material for Zone 1 shall be obtained from required excavations
for foundation pre>araticn, from spillway and roadway excavations
and excavations for the outlet works. Additioxl material shall be
obtained from the designated borrow areas shown on the plans on the
north ridge immediately downstream of the dam and upstream of the
spillway area. The contrxtor shall be allowed to also utilize
"slightly-weathered rock" obtained from designated borrow areas to
the extent that he can excavate these materials by his normal
excavation procedures an d workinq within the depths approved by the
Engineer.
4-4
7.5 Material for Zox 2 shall be plastic fine-qrained material
consisting predominently of clay and silt or of clay, silt, sand,
and gravel mixtures where the amount of material passing the No.
200 sieve is at least 30 percent. Material for Zone 2 shall be
obtained from acceptabie soil overburden excavation at the dam in
foundation preparation and spillway excavation areas, from designated
borrow in the valley bottom immediately downstream and on the right
abutment and from the designated offsite borrow area.
1.6 All operations in any borrow or excavation area including
grading, clean-up, and disposal of waste xlatcrials shall be subject
to the approval of the Engineer. Upon completion of excavation and
borrow operations these areas shall be graded as directed and left
in presentable appearance satisfactory to the Engineer.
8. EXCAVATION OF WEATHERED ROCK AREAS
In excavation of areas beneath concrete structures, narrow
weak "completely weathered" seams may be encountered. The Contractor
shall remove the completely weathered and unsuitable material to
the satisfaction of the Engineer and refill with sand-cement grout
as specified in the section entitled "Concrete Work". The depth of
removal of completely weathered material is not expected to exceed
3 feet below the bottom of mass excavation. Payment for excavation
will be included in unclassified excavation and payment for grout
will be included under "Grout Rock Seam".
9. DISPOSAL OF EXCAVATED MATERIAL
All material declared waste, unsuitable, or excess shall be
disposed of by the Contractor in the waste areas shown on the
drawings in a manner approved by the Engineer.
4-5
SECTION 5
SEEPAGE RELIEF WELLS
1. GENERAL
1.1 Scope. The work covered by this section of the specifications
consists of furnishing all l&or, plant, power, equipment, end
materials, and performing all operations in connection with drilling
and installing seepage relief wells, clean-up of areas upon completion
of work and all such other operations as are incidental to the
drilling of seepage relief wells at both dam sites.
2. EQUIFMEEJT FOR DRILLING AND GROUTING
2.1 General. 'All drilling equipment used shall be of a. type,
capacity and mechanical condition suitable for doing the work, as
determined by the Engineer.
2.2 Drillinq'Equipment. Relief well holes shall be installed and
filled with specified concrete sand in the locations shown on the
drawings with any approved drilling equipment. Bailing equipment
shall be provided by the Contractor to clean holes of loose and
fine material before placing concrete sand.
5-l
SECTION 6
EMBANKMENT AND BACKFILL
1. GENERAL
The work covered by this section consists of furnishing all
plant, labor and equipment and performing all operations required
to construct the embankment complete and backfill for all structures
or trenches, as shown on the plans, and as specified or directed by
the Engineer at both dzm sites.
2. LINES AND GRADES
The embankment and zones within the embankment shall be
constructed to the lines and grades shown on the drawings. Any
adjustments considered necessary by the Engineer shall be made in
the field as work progresses. The Owner will provide basic elevati
and horizontal control. It shall be the responsibility of the
Contractor to set the necessary survey markers and grade stakes to
the lines and grades shown. The Contractor may be directed to
remove, at his expense, any embankment placed outside the pres-
cribed slope lines.
3. EMBANKMENT
3.1 Requirements. The term embankment shall include all compacted
and/or classified fills, which form the earth dam and all adjacent
appurtenances, including roads shown on the plans. No organic or
otherwise perishable materials shall be placed in the embankment.
The foundation shall be prepared for p1acir.q einbankment materials
as specified in Section 4 and as approved by the Engineer. The
Contractor shall be responsibl e for protecting and maintaining the
embankment or any portion thereof in a satisfactory n;anner during
construction and until final completion and acceptance of all work
included ir. the contract. Any approi-ed material which, after being
satisfactorily placed in the embankments, becomes unsatisfactory by
virtue of the Contractor's negligence or carelessness before final
acceptance of the contract, shall be replaced by the Contractor in
a manner satisfactory to the Engineer and without extra cost to the
Owner.
3.2 Materials The various zones within the embankment shall be
constructed of the following materials:
3.2.1 Zone 1 The material in this zone shall consist of rock
and rock-soil mixtures obtained from excavation of the "moder-
ately weathered" to "completely weathered" rock in Foundation
Preparation and Spillw.ay and Rcadway Excavation areas and the
"slightly weathered" to "highly weathered" rock excavation in
the designated borrow areas. Material of maximum dimension of
8 inches or larger will not be permitted in Zone 1 =xuxpt in
the area contiguous to Zone 4, riprap. During placing and
spreading, the Contractor shill rake out any remaining rocks
6-l
having a maximum dimension of 8 inches or more as specified
under Placement in this Section. The Contractor's operation
will be conducted so as to result in a reasonably well graded
and homoqenous material when placed in the embanlanent. The
distribution end mixing of material on the embankment working
surface shall be such as to prevent the accumulation of isolated
pockets or layers of very silty or clayey materials.
3.2.2. Zone 2 The earth fill in this zone shall consist of
mixtures of clay, silt, sand and gravel sized materials. The
material shall be plastic fine-qrained soil or well graded
mixtures of fine-grained soil such as clay and silt together
with send and gravel and having not less than 30 percent
passing the No. 200 sieve. No material of maximum dimension
of 5 inches or more will be permitted within the limits of
this zone. All larger sized particles shall be completely
surrounded by fine-grained material. The contractor shall
conduct his borrow in such a manner as to produce a well
graded impervious soil. The first two lifts of Zone 2 material
in contact with rock foundation, concrete surfaces or an
uneven surface shall consist the of most impervious end plastic
fine-grained material available from the borrow area.
3.2.3 Zone 3 The graded filter material to be used in
Zone 3 shall consist of an aggregate mixture of send and
gravel conforming to the following gradation after compaction:
Sieve Size, U.S. Percent by Weiqht
Standard Size Mesh Passing Individual Sieve
1"
3/4"
No. 4
No. 30
No. 100
No. 200
100
go-100
35-60
12-35
o-15
o-3
The material Shall be free of roots and other deleterious
matter. Samples of imported materials shall be submitted to the Engineer for approval.
3.2.4 Filter Sand The filter sand material to be used in
seepage relief wells shall consist of a clean well-graded sand
conforming to the following gradation:
Sieve Size, U.S.
Standard Mesh
NO. 10
No. 30
No. 60
No. 100
No. 200
Percent by
Weight Passing
70-100
25-80
5-35
o-13
o-3
6-2
The material shall be free of orgaiic matter. Samples of
imported material shall be submitted to the Engineer for
approval.
3.2.5 Zone 4 This zone is considered riprap and will be
placed by a combination of raking out oversize material from
Zones 1 and 2 and dumping hard durable rock fragments obtained
from borrow and required excavation. The material shall be
reasonably well-graded and conform to the following gradation:
Rock Weight, Nominal Percent
Pounds Diameter, Inches Smaller Than
625 22 80-100
175 13 O-50
40 8 O-50
2 O-30
The inclusion of rock frsgments smaller than 2 inches and
earth shall be kept to a minimum.
3.3 Placement.
3.3.1 General No embankment materials shall be placed until
the foundation area has been inspected, approved and surveyed
and until all surface treatment of the foundation has been
completed to the satisfaction of the Engineer. Embankment
materials shall be placed in the dam by routing the hauling
and spreading equipment approximately parallel to tb~e axis of
the dam, except where such routing is impractical the hauling
and spreading equipment may be routed in any manner approved
by the Engineer. Where previously compacted fill has been in
place more than 30 days, and has dried out or cracked, the
Contractor shall remove the desicated material to a depth of
18 inches, or as directed by the Engineer, before placing
subsequent lifts. The distribution and gradation of the
material throughout Zones 1, 2, and 3 shall be such as to be
free of lenses, pockets or streaks and layers of material
differing substantially in texture from the surrounding
material.
The surface of all fills shall be brought up uniformly with
adequate breaks in the slope between zones to minimize contamination
of adjacent zones. The embankment surfaces shall be maintained
at all times so that the surface will drain. Particular care
shall be taken at the chimney drain. Embankment surfaces
shall be sloped so that the surface water will drain and
contamination of filter material cannot occur. Slopes of
approximately 5 percent are recommended. Smooth rolling of
the embankment will be required prior to any interruption of
construction and when heavy rains threaten. In any area where
materials become soft or yielding due to becoming wet or
saturated from ponding, such material shall be removed by and
6-3
at the expense of the Contractor. In closure sections of the
dam, bonding surfaces between previously completed portions of
the embankment and embankment to'be placed shall not be steeper
than 3 horizontal to 1 vertical.
3.3.2 Zones 1 and 2 After dumping, the material shall be
spread in horizontal layers not exceeding 9 inches in thick-
ness before compaction in Zone 2 and 12 inches in Zone 1.
Where hand-operated tampers are used, the lift thickness shall
not exceed 4 inches before compaction. Blading, discing or
harrowing will be required when necessary to mix the material.
The surface of each layer shall be adequately scarified to
insure proper bond with subsequent layers. All stone or rock
fragments of excessive size as specified in paragraphs 3.2.1,
3.2.2 shall be removed and used in Zone 4, Riprap. The
oversized rock may,be raked into piles, loaded and hauled to
Zone 4 or it may be raked forward into Zone 4. Some oversize
rock will be permitted in Zone 1 adjacent to Zone 4 provided
the distribution is such that adjacent compaction may be
achieved. Debris or roots, shall be removed from the fill
before compacting each layer. Zone 2 material in contact with
rock foundation or an uneven surface shall be worked into the
fractures.
3.3.3 Zone 3 and Filter Sand Materials in these zones shall
be placed in loose lifts not exceeding 12 inches in thickness
except in seepage relief wells where material shall be dumped
continuously until wells are filled to the surface. Crossing
of Zone 3 embankment material shall be limited to selected
locations and these locations shall be subject to approval of
the Engineer. Operations of the Contractor shall be controlled
to prevent contamination of the filter material by fine-
grained material.
3.3.4 Zone 4 Material in Zone 4 may be placed by raking
oversize material from Zone 1 forward into Zone 4 or by
dumping from hauling vehicles. The material shall be spread
in loose lift thicknesses not exceeding 24 inches. The mater
shall be placed in such a manner as to produce a reasonably
well graded mass with a minimum percentage of voids. The
larger pieces shall be uniformly distributed throughout the
rock mass and nesting of large pieces shall be avoided. A
tolerance of plus or minus 10 inches normal to the design
slope shall be allowed in the finished surface of Zone 1.
3.4 Moisture Control
3.4.1. Zones 1 and 3 Material in these zones shall be
saturated prior to compaction to prevent bulking.
3.4.2 Zone 2 Materials in Zone 2 shall be placed at a
moisture content that is at or above optimum water content.
id
6-4
The optimum water content shall be determined in accord+nce
with the laboratory test procedure specified in paragraph
3.6.1.2. Where material is too wet the Contractor shall allow
the material to dry or by means of harrowing or mixing reduce
the moisture content to that prescribed by the Engineer.
Where the material is too dry, the Contractor shall be required
to sprinkle and mix each layer until a uniform moisture distribution
is obtained.
Scarifying compacted layers prior to placing subsequent layers
shall be required to obtain proper bond. The first two lifts
of Zone 2 material placed in contact with the rock foundation
or on uneven surfaces shall be placed on the wet side of the
optimum water content to insure that the material is plastic.
Insofar as practicable moisture control for Zone 2 materials
shall be done in the borrow area.
3.4.3. Zone 4 The rock material shall be thoroughly wetted
by sluicing or watering so as to achieve maximum compaction.
The Contractor may employ any methods of sluicing or watering
of the rock subject to the approval of the Engineer.
3.4.4 Application of Water Water may be applied on the fill
from tank trucks acceptable to the Engineer or the borrow pit
may be watered all subject to the approval of the Engineer.
3.5 Compaction Equipment
3.5.1. Compaction of embankment or backfill shall be accomp-
lished with equipment conforming to that described in the
following paragraphs:
3.5.1.1. Tamping rollers with a heavy duty double drum shall
be of the sheepsfoot type and shall have a minimum ballasted
weight of 4,000 pounds per foot of width. The drum shall be
water or sand and water ballasted. Each knob shall project a
minimum of 7 inches from the drum. The projected face area of
each tamping knob and the number and spacing of the knobs
shall be such that the total weight of the ballasted roller,
when distributed over one row of knobs will result in a
minimum pressure of 500 pounds per square inch. The roller
shall be equipped with cleaning fingers so designed and
attached as to prevent an accumulation of material between the
tamping feet. The tamping roller shall be subject to approval
of the Engineer and the Contractor shall at any time make such
minor alteration or adjustments to the operations or equipment
as directed by the Engineer to secure optimum compaction.
Self-propelled tamping rollers may be used subject to the
approval of the Engineer. Other types of compaction equipment
may be used in Zone 2 subject to approval of the Engineer and
providing they achieve the same compaction. Sheepsfoot
KOlkKS shall not be used within 18 inches of rock abutments.
6-5
3.5.1.2 Pneumatic tampers or gasoline powered rammers shall
be used in areas where it is impractical or undesirable to use
rollers. The operation of the hand-operated tampers shall be
subject to the approval of the Engineer in order that optimum
compaction is obtained.
3.5.1.3 Crawler-type tractors used for compaction and finishing
the slope of Zone 4 (riprap) shall weigh not less than 40,000
pounds. Lighter crawler tractors or vibrating equipment may
be used in compacting Zone 3 materials.
3.5.1.4. Heavy duty pneumatic tired rollers shall be of the
self-propelled 4-wheel pneumatic tire type and shall have a
minimum weight of 88,000 pounds without counterweights and at
least 100,000 pounds when ballasted. The maximum width of
each wheel shall be 28 inches and the wheels shall be spaced a
maximum of 12 feet apart cater to center. The pneumatic
tired roller shall be capable of operating at a speed of
approximately 5 miles per hour during compaction. It is
intended to roll Zone 1 material with this roller. Other
types of compaction equipment may be used in Zone 1 subject to
approval of the Engineer and providing they show by a com-
pacted test fill that they achieve the same compaction.
3.6 Compaction
3.6.1 Compaction of embankment material shall proceed in a
systematic, orderly and continuous manner. After material
with the required moisture content has been placed and spread
to the desired thickness, it shall be compacted immediately. All roller passes shall be made parallel to the axis of the
embankment unless otherwise directed by the Engineer. When
material has not been adequately compacted, such material
shall be removed or reworked as necessary to obtain the
required compaction. Fill material for embankment shall be
compacted, while at the specified moisture content, to a
density that is not less than the specified percent of maximum
density. The location and frequency of field tests shall be
at the discretion of the Engineer. Field control tests shall
be made by the Engineer's inspectors and the cost of field
soil testing will be borne by the owner. The Engineer shall.
have the right to order removal and/or recompaction of any
part of fill or embankment which does not satisfy the requirements
of these specifications.
3.6.1.1 Zone 1 The material in this zone shall be compacted
with self-propelled 4-wheel pneumatic tired rollres conforming
to paragraph 3.5.1.4. After each layer has been placed, raked
of oversize material and properly wetted it shall be compacted
with three (3) complete passes of the specified self-propelled
pneumatic tired roller. A pass consist of complete coverage
of the entire width of the layer being placed. Each pass of
the roller tires shall overlap the adjacent tire tracks by 4
6-6
inches. The self-propelled pneumatic roller shall be operated
at a speed not exceeding 5 miles per hour during compaction.
After compaction with three (3) passes the surface of the
compacted layer shall be scarified to a depth not exceeding 4
inches prior to placing the next layer. No degree of related
compaction is specified for Zone 1. The Engineer may make
tests in Zone 1 to check compaction and may direct additional
roller passes. If additional passes are required the Contractor
will be compensated for such additional work by the roller
hour.
3.6.152L.Zone 2 This material shall be compacted at the
specified water content to a dry density which is not less
than 95 per cent of the maximum dry density determined by the
laboratory test procedure ASTM Designation D1557-70 (Method
A), on material passing a No. 4 sieve, except that 15 blows, 3
layers, 10 pound hammer, and 18 inch drop and a l/30 cubic
foot meld will be used.
3.6.1.3. Zone 3 All material placed in this zone shall be
compacted with at least 4 complete passes of crawler-type
tractors. Other vibrating equipment may be used subject to
the approval of the Engineer. NO degree of relative compaction
is specified for Zone 3.
3.6.1.4. Zone 4 The material in this zone shall be compacted
with a dozer of not less than 40,000 pounds weight. The dozer
shall be operated in such a manner as to impart to the layer
being compacted, a horizontal vibration or rocking action
which will result in obtaining optimum rock to rock contact
between the materials being compacted. The dozing equipment
shall be operated in such a manner as to obtain 3 complete
passes on each layer. A complete pass shall consist of an entire coverage of the layer being compacted by the equipment
specified. Each pass of the equipment shall overlap the
adjacent pass by 1 foot. Sluicing shall be done and vibratory
rollers may be used as necessary and shall be subject to
revision by the Engineer as the work progresses. Upon completion
of placement of Zone 4 the outside face shall be sloped as
needed by dozing with a crawler-type tractor weighing not less
than 40,000 pounds.
4. BACKFILL
4.1 Backfill shall not be placed immediately adjacent to concrete
structures until expiration of 21 days after concrete work has beem
completed unless otherwise approved by the Engineer. Compaction of
the backfill shall be accomplished by hand-operated or heavy con-
struction equipment depending on the area to be filled. Heavy construction equipment shall not be operated within 3 feet of
concrete walls. when backfill is to be placed on both sides of a
structure, the compacted fill shall be brought up uniformly on all sides unless otherwise directed. The.degree of compaction shall meet the requirements of the particular type of material being
6-7
compacted and as set forth under the previous heading for zone
material in the embankment.
4.2 All embankment fill and backfill behind walls and against
structures in the embankment area shall consist of material con-
forming to the requirements of Zone 2 material. The backfill shall
be compacted to a relative compaction of at least 95 per cent of
the maximum density obtained by the laboratory compaction test
specified in 3.6.1.3.
4.3 Backfill behind spillway walls, and against structures outside
of the embanlanent limits may consist of granular material except
where impervious backfill is specified. The backfill shall be
compacted to a relative compaction of at least 90 per cent as
defined above.
4.4 All test pits that were excavated prior to letting of the
contract shall be cleaned and trimmed to the satisfaction of the
Engineer prior to backfilling.
4.5 Tamped plastic clay used and backfill for instrumentation
lines and as shown on the drawings, shall conform to the following
specification:
Plasticity Index greater than 15
Sieve Size U.S. Percent by Weight
Standard Sieve Mesh Passing Individual Sieves
No. 4 100
No. 200 50-100
5. SUBSURFACE DRAINS
5.1 The specifications for installing subsurface drains at the
base of the chimney drain (Zone 3) along with outlet pipes to the
sump of the outlet structure located at the toes of the dams are given in Section 14, Piping and Control Valves.
6. CREST SURFACING
6.1 The crest of the dam shall be dressed fine-grained and rolled
smooth to the elevations and slopes shown on the plans. The material
in the top 6 inches shall consist of weathered rock material with
no material larger than 5 inches in largest dimension.
6-8
SECTION 7
EMBANKMENT INSTRUMENTATION
1. GENERAL
This section of the specifications covers furnishing and
installing all embankment instrumentation at both dam sites, complete
as shown on drawings and as specified. Principal items of the
embankment instrumentation are: piezometers, piezometer accessories,
and surface movement monuments.
2. PROGRAM
2.1 Piezometers. The work for piezometers to be placed in foundation
materials includes drilling vertical holes, installing piezometers,
installing riser tubing with grout plugs and placing filter and
backfill. The work for piezometers to be placed in the embankment
includes installing piezometers in trenches and backfilling with
material as noted on drawings. All piezometer accessories, and
tubing runs shall be located as shown on the drawings.
2.2 Piezometer Accessories. Accessories shall be provided and
located as specified and as shown. Connections shall be made among
piezometers and accessory components as required for a complete,
functional, accurate, and reliable installation.
2.3 Surface Movement Monuments. Wankment movement monuments
shall be of cast-in-place reinforced concrete with brass machine
bolts at locations and elevations shown on the drawings.
3. MATERIALS
Materials shall conform to the following specifications.
3.1 Piezometers
3.1.1 General The piezometers and piezometer accessories
shall incorporate a closed system operated by nitrogen gas,
using pressure-sensing cells, tubing, junction boxes in the
dams, terminal boxes, and one pore pressure readout unit, all
as manufactured and furnished by Geo-Testing, Inc., Post
Office BOX 959, San Rafael, California 94902, or approved
equal. System shall be designed to sense and register the
hydrostatic pressure on each piezometer. Complete system and
installation shall be the responsibility of one manufacturer.
If the Contractor proposes to furnish and install system of a
manufacturer other than that specified, Contractor shall with
his proposal, submit for the system he proposes, the following: manUf.XtuKeK's name, address, and catalog designation; detailed
specifications; detailed description of the method of installation;
detailed description of operation; and experience records of
similar existing installations. If the Owner determines that
the system SO proposed is not acceptable, Contractor shall
furnish and install system as specified. The prices set forth
7-l
by Contractor in his Bidding Form for furnishing and installing
piezometer system shall apply regardless of the manufacturer
of the system furnished and installed.
3.1.2. Piezometers. The piezometer or tip assembly shall
incorporate a Hall Hydrostatic Pressure Cell, Geo-Testing,
Inc., Model HPC-3, or approved equal, fabricated from stainless
steel, encased in a canvas bag filled with medium sand and
held in place by wrapping with stainless steel wire. The
pressure cell shall be connected watertight to a l/2-inch O.D.
stainless steel tubing 12 inches long.
3.1.3. Tubing All tubing shall be continuotis without joints
except as otherwise specified or approved. The two leads of
tubing from each pressure cell to the terminal receiver or
junction box and to the terminal box shall be l/8-inch O.D.
nylon tubing. From the end of the stainless steel tubing to
the terminal receiver the two l/8-inch O.D. nylon tubes shall
be encased in a l/2-inch O.D. polyethylene precision tubing.
From the terminal receiver or junction box to the terminal box
the l/8-inch O.D. nylon tubes shall be encased in a l-inch
armored flexible tube consisting of a flexible galvanized
steel armor covered with a corrosion resistant polyvinyl
chloride jacket.
3.1.4 Terminal Box The terminal box shall be fabricated from
l/8-inch thick stainless steel plate and shall be of welded
construction. The terminal box shall be bolted to the wall of
the outlet structure, as approved. The l/8-inch O.D. nylon
tubes shall terminate in a bulk-head, tube to tube quick-
connect fitting mounted on the face plate of the terminal box.
Name plates shall be furnished and securely fastened to the
face plate of each terminal box to identify tubing terminals
for all piezometers. The name plates shall be white plastic
with black letters and numerals 3/8-inches high, and shall
correspond to the piezometer designations shown on the drawings.
3.1.5 Pore Pressure Readout Unit The pore pressure readout
unit shall be a portable type capable of being plugged into
any one of the piezometer leads by quick-connect fittings.
The unit shall be capable of operating in a range of zero to
60 psi and be provided with a pressure gage readout having an
accuracy of at least 0.25 '6 and with dual graduation readings
from zero to 60 psi with 0.5 psi graduations and also reading
from 0 to 140 feet of water and graduated in intervals of 1
foot of water. The instrument sensitivity shall be at least
0.05 psi and the system accuracy at least pl~us or minus 0.1
psi. The power source shall be nitrogen.
3.2 Bentonite. Bentonite for use in making cutoff plugs around
leadout lines shall be high-swelling type of granulated nature and
shall be placed as shown without being mixed with earth. Bentonite
shall be greater than 70 per cent colloidal yield and shall contain
less than 7 per cent of particles greater than 44 microns in size.
Bentonite shall be of uniform quality and specially processed by
7-2
wetting powdered state bentonite, drying, and then pulverizing into
granular shape with characteristics of easily being spread without
creating significant dust, and faci-litating quick mass saturation
in place. The graduation and quality shall be subject to approval
by the Engineer. Bentonite shall be as manufactured by ADM Chemicals
or equal. Placement and wetting shall be as approved.
4. DRILLING
Holes shall be drilled at the locations, elevations and to the
dimensions shown on the drawings. The use of drilling fluids other
than water or air will not be permitted. At the completion of
drilling to the required depth, each hole shall be washed or air
blown of loose earth, particles of cutting or other debris. Back-
filling the holes for piezometers shall be under the direction of
the representative of the piezometer manufacturer.
5. INSTALLATION
5.1 Piezometers.
5.1.1 Genera.1 The number and locations of piezometers planned
is as shown on the drawings. The installation shall be started
upon completion of construction phases which provide the
surfaces requi,red for trenching of the tubing runs. Installation
shall be done only under the direction of a representative of
the manufacturer of the piezometers. The encased tubing shall
be laid with sufficient slack to prevent breakage due to
embankment deformations or movements. Plastic clay backfill
shall be carefully tamped completely around the tubing to
protect the tubing and to prevent piping of water along the
tubing. Commercial grade, granulated bentonite shall be
placed in plugs in drilled holes and as cutoff plugs in trenches
as shown and in such a manner to eliminate piping.
5.1.2 Testing Tubing. Prior to installation the l/8-inch
O.D. nylon tubing together with the tip assembly shall be
tested under a pressure of 100 psi and proven leak free.
5.1.3 Testing Prior to installation the tip
assembly shall be tested under a head of 1 to 2 feet of water
and proven to be operating properly.
5.1.4 Tubing Connections. All tubing connections shall be
made with stainless steel compression type couplings at the
tip assembly, terminal receiver and terminal box. No splicing
or connections shall be made betwe?* the tip assembly, terminal
receiver or terminal box. The terminal receiver shall be made
completely watertight by filling it with epoxy to a level
above any tubing or connection.
5.1.5 Tip Assembly. The tip assembly shall be placed at the
elevation shown on the drawings or as directed by the Engineer,
backfilled with sand around the tip and isolated from the
***sing areas of other tips by a seal of Bentonite.
7-3
5.1.6 Testing Equipment. After the complete assembly is
installed, it shall be tested and proven to operate pro@erly.
If tests show defects, such defective work or material shall
be replaced by the Contractor and retested. All testing and
repair or replacement of defecttive work or material shall be
by and at the expense of the Contractor.
5.2 Manufacturer's Representative. The services of manufacturer's
representative will not be paid for separately by the Owner.
7-4
SECTION 8
CONCFZETE WORK
1. General
This section covers concrete and cement finish work for buildings,
retaining walls, linings, and structures, to be constructed at both
dams, complete, as indicated on the drawings and specified herein.
Specification for air-placed concrete (gunite) are given in Section
9.
2. CLASSIFICATION
2.1 Concrete shall be of the following classes, each meeting the
mix and compressive strength requirements as specified herein, and
shall be used as follows:
Class "A" 3000 psi - For all reinforced concrete
construction, except as
specified herein or shown
on drawings. (Class
564-C-3000)
Class "B" 2500 psi - For all unreinforced
concrete construction except
except as specified
herein.
Class "C" Grout - For rock voids and
structure backfill.
3. Composition
3.1 Concrete shall be composed of portland cement, fine aggregate,
coarse aggregate, and water, so proportioned and mixed as to produce
a plastic, workable mixture in accordance with requirements of this
section of the specifications and suitable to the specific conditions
of placement.
3.1.1 All Class "A" concrete shall also contain Plastiment
densifier as manufactured by Sika Chemical Corporation and
distributed by Super Concrete Emulsions, Ltd., Los Angeles, or
its equivalent, in the proportion of two fluid ounces per sack
of cement.
3.1.2 TO be considered as equivalent, any alternate product
must contain no calcium chloride and no foaming or air-entraining
agents, and must be capable of expelling air from concrete.
3.1.3 An alternate product will not be considered by the
Engineer Unless the Contractor accompanies his request for
such consideration with copies of comparative test reports
from a recognised reputable independent testing laboratory
showing a comparison of the results obtained when the two
8-l
materials in question are added to separate batches from a
single concrete mix. The Contractor shall also furnish, with
his request, copies of test reports which show that such
alternate product when used in equivalent quantity:
(a) increases the compressive strength at 28 days over
10% and increases slump from 3 to at least 5 inches when
employing the sari??? water-cement ratio as is used in
comparative plain concrete:
(b) increases compressive strength at 28 days over 15%
when water-cement ratio is reduced to produce the same
workability as for comparative plain concrete:
(cl increases the unit weight of concrete of the same
strength with a reduced water-cement ratio;
(d) at least one test showing over a two-year period a
reduction in shrinkage.
3.2 Backfill concrete is desigzated as any concrete used for
filling voids in the rock, for dental treatment of cavities, and
for backfilling around structures. The Owner shall provide the
design for this concrete and it shall contain not less than 4 sacks
of cement per cubic yard of concrete.
4. MATERIALS
4.1 Portland Cement shall conform to ASTM C 150, Type II. The
Contractor shall furnish satisfactory evidence that all cement used
meets the ASTM test requirements.
4.2 Fine Aggregate.
4.2.1 General Fine aggregate shall be clean natural sand
consisting of hard, strong, durable, and uncoated particles.
4.2.2 deleterious Substances Material removable by decantation
from fine aggregate shall not exce,sd 5% by weight.
4.2.3 Moisture Content The moisture content of fine aggregate
shall not exceed 8% by weight at the time the aggregate is
used,
4.2.4 Tests. Fine aggregate shall be subjected to thorough
analyses to determine conformity with all requirements of
these specifications.
4.2.4.1 Calorimetric Tests Sand for concrete or mortar shall
show a solution color that is not darker than the Standard
Color Solution when tested in accordance with ASTM C 40.
4.2.4.2 Soundness Test. Fine Aggregate shall be subjected to
the sodium-sulphate accelerated soundness test. The weighted
average loss of the fine aggregate as used shall not exceed
8-2
10% after 5 cycles, as described in ASTM C 88.
4.2.4.3 Absorption Tests The absorption by the fine aggregate
after a 24-hour submergence in water shall not exceed l-l/Z%
of the dry weight of the aggregate.
4.2.5 Mortar Strength. Mortar specimens made with the fine
aggregate shall have a compressive strength at 7 days of at
least 90% of the strength of similar specimens made with
Ottawa Sand having a fineness modulus of 2.40% 0.10.
4.3 Coarse Aggregate
4.3.1 General Coarse aggregate shall be washed gravel or
crushed stone consisting of hard, tough, durable particles
free from adherent coating. It shall contain no vegetable
matter or soft, friable, thin, flat, or elongated particles in
quantities considered deleterious. A thin, flat, or elongated
particle is defined as a particle having a maximum dimension
in excess of five times its minimum dimension. Aggregate
which has disintegrated or weathered badly under exposure
conditions similar to those which will be encountered in the
work under conSideration shall nbt be used. When crushed
stone is used, the crusher shall be equipped with a screening
system which will entirely separate the dust from the stone
and convey it to a separate bin. The substances designated
shall not be present in excess of the following amounts:
Soft fragments 5%
Clay Lumps l/4%
Material removed by
decantation 1%
When the material removed by decantation consists essentially
of crusher dirt, the maximum amount permitted may be raised to
l-l/Z%.
4.3.2 Tests Coarse aggregate shall be subjected to thorough
analyses to determine conformity with all requirements of the
following specifications:
4.3.2.1 Soundness Test. Coarse aggregate in each specified
size range shall be subjected to the sodium-sulphate accelerated
soundness test. The weighted average loss shall not exceed
15% after 5 cycles, as described in ASTM C 88.
4.3.2.2 Absorption Test. The absorption by the coarse aggregate
after a 24-hour submergence in water shall not exceed l-1/2%
of the dry weight of the aggregate.
4.3.2.3 Abrasion Test. The percentage of wear shall be
determined as specified in ASTM c 131, and shall not exceed
45% by weight. If the material to be tested is of such
specified size or grading as to preclude the possibility of
8-3
selecting therefrom a properly graded sample for this test,
the sample shall be made up of equivalent material of the
required size and grading obtained from the same original
source.
4.4 Reinforcing Steel is specified hereinafter in paragraph headed
"Steel Reinforcement".
5. MAXIMUM AGGREGATE SIZES
The maximum size aggregate shall be l-l/Z inches and the aggregate
shall be uniformly well graded from coarse through fine.
6. COP.P.ECTIVE ADDITIONS
Corrective additions to remedy deficiencies in aggregate grading
may be used only with the written approval of the Engineer.
7. WATER
Water for mixing shall be clean, fresh, and free from injurious
amounts of oil, acid, alkali, or organic matter.
8. SAMPLING AND TESTING OF AGGREGATE
8.1 Tests shall be performed by a reputable independent testing
laboratory and the cost o f testing shall be borne by the Owner.
8.2 If the Engineer deems that additional testing of aggregate is
necessary he may select samples from any of the aggregate delivered
to the job and have same tested by the laboratory. Such materials
shall not be used in the work until test reports are available. If
in such tests the material fails to meet the specified requirements
the aggregate will be rejected and the expense of testing shall be
borne by the Contractor. If such tests show the aggregate to be
satisfactory the cost of additional testing will be borne by the
Owner.
9. FORMS
9.1 Forms shall be constructed of approved inaterial and built true
to line and grade and be mortar tight. All forms shall be sufficiently
rigid to prevent displacement or sagging between supports and
responsibility for adequacy of forms shall rest with the Contractor.
Form surfaces shall be smooth and free from any irregularity that
will mar or cause a blemish on permanently exposed concrete surfaces.
Wire ties will not be permitted where discoloration of concrete
surfaces will be objectionable. Exposed sharp edges shall be
eliminated from finished concrete work by means of triangular
fillets or chamfer strips placed in the forms. All forms shall be
removed before backfilling is placed. Removal of forms, shoring,
and bracing shall not be started until poured concrete is capable
of self-support and support of any construction loads thereon.
Forms shall remain in place at least 2 days when supporting vertical
8-4
surfaces, 7 days when supporting slabs, and 15 days when supporting
beams and girders. Forms shall be so constructed that they can be
removed without hammering on or prying against the concrete and
shall be removed in such a manner as to prevent damage to the
concrete and to insure the complete safety of all parts of the
structure.
9.2 All Forms for exposed surfaces shall be coated with an approved
non-staining form film which shall be applied shortly before the
concrete is placed. Forms of non-exposed surfaces may be thoroughly
wetted in lieu of film coating immediately before placing concrete.
10. STEEL REINFORCEMENT
10.1 General Steel reinforcement shall be furnished, cut, bent,
and placed as indicated on drawings. At time of placing concrete,
all reinforcemznt shall be entirely free from rust, scale, grease,
or other coating which might destroy or reduce its bond with concrete.
Certification shall be provided by the Contractor that the materials
furnished conform to these specifications.
10.2 Cutting and Bending. Steel reinforcement shall be cut and
bent in accordance with standard approved practices and by approved
machine methods either at the shop or in the field.
10.3 Bars shall conform to ASTM A 615 grade 60.
10.4 Mesh shall conform to ASTM A-185 with mesh size and wire gage
as shown on the drawings. Mesh reinforcement shall be supported in
required position by standard accessories. Precast concrete blocks
may be substituted for chairs only where approved by the Engineer.
All joints necessary in placing shall be lapped at least one full
mesh. Lapping of sheets shall be staggered to avoid continuous lap
in either direction.
10.5 Minimum Spacing of Bars. The clear distance between parallel
bars shall be not less than l-l/Z times the diameter of the bars
and, unless specifically authorized, shall in no case be less than
1 inch.
10.6 Protective Covering of concrete over steel shall be not less
than 3 inches between steel and ground in footings and 2 inches
elsewhere, except as shown otherwise on the drawings.
10.7 Splicing. Except as shown by details on the drawings, reinforcing
steel shall not be spliced at any location without specific approval
by the Engineer. Where permitted or required, splices in reinforcing
steel shall have sufficient lap to transfer full strength of bar by
bond and shear. In no event shall lap be less than 24 diameters of
the spliced bar.
10.8 supports. All reinforcement shall be retained in place, true
to indicated lines and grades, by the use of approved metal or
concrete supports, spacers, or ties. The supports shall be of
8-5
sufficient strength to maintain the reinforcement in place. throughtout
the concreting operations, shall be completely concealed in the
concrete and shall not discolor or otherwise mar the surface of the
concrete.
10.9 Shop Drawings for steel reinforcement bending and placing
details shall be submitted to the Engineer for approval in accordance
with the requirements of "Special Conditions".
11. EMBEDDED ITEMS
Anchor bolts, dowels, sleeves, vents, piping and all other materials
that are to be encased or built into the concrete work, shall be
properly placed and secured in position in the forms before the
concrete is poured. All =Jnbedded items shall be located so as not
to reduce the strength of the construction. They shall be thoroughly
clean and free from coating, rust, scale, oil, or any other foreign
matter. No wood shall be embedded in concrete.
12. PROPORTIONING
12.1 Basis. All concrete materials shall be proportioned so as to
produce a workable mixture in which the water content will not
exceed the maximum specified.
12.2 Batch Proportions. The Owner will employ an independent
testing laboratory to design the proportions of all materials
entering into the concrete. For structural concrete, the batch
shall be proportioned on the basis of at least 5-l/2 sacks of
cement to one cubic yard of concrete and with the lowest water
content suitable for satisfactory placemeot. Along with the proportions
of the mix the laboratory shall submit certified tests showing the
slump of the concrete and the breaking strength at 7 and 28 days
cure for approval as well as aggregate gradation, curves. The
minimum permissible 28 days compressive strength of structural
concrete shall be not less than 3000 pounds per square inch but the
mix shall be designed for a strength of 3600 psi at 28 days. The
cylinders for breaking shall be prepared, cured and broken in
accordance with ASTM C-31 and tested in accordance with ASTM C-39.
All costs shall be borne by the Owner.
12.3 Measurement. One 94-pound sack of cement will be considered
as one cubic foot In volume, and one gallon of water as 8.33 pounds.
In calculating the total water content in any mix, the amount of
moisture carried on the surface of the aggreagate particles shall
be included. In all cases, however, the amount of water to be used
shall be the minimy amount necessary to produce a plastic mixture
of the strength Specified and of the desired density, uniformity,
and workability. In general, the consistency of any mix shall be
that required for the specific placing conditions and methods of
placement and ordinarily the slump shall be between one inch and three inches when tested in accordance with ASTM C-143. For walls
eight inches and less in thickness, the slump may be between three
inches and five inches. The total volume of aggregate and cement
8-6
to be used in each cubic yard of concrete shall be that necessary
to produce a dense mixture of the required workability and strength.
12.4 Water Content and coinpressive Strength
,
Class of
Concrete
Maximum Water Content Minimum Cement Required
(Gallon per 94 lb. (Sacks per cu. Compressive
Sack of Cement) yd) Strength in psi
at 28 days test.
"A" 6.0 5.5 3000
UB" 6.5 5.0 2500
13. TESTS
13.1 The Enginefr will take representative samples and make tests
of concrete delivered to the forms to determine whether concrete
meets the specifications requirements. The following tests are
contemplated: Slump test, air content, compressive strength and
temperature. A maximum of 3 cylinders for each shift placement
will be taken for the compression tests. Standard ASTM test procedures
will be used. The Contractor shall cooperate fully with the inspector
and shall provide labor for assistance if requested. The cost of
tests shall be borne by the Owner.
13.2 All Costs for Testing of the cylinders by a recognised reputable
testing laboratory shall be borne by the Owner.
14. MIXING AND PLACING
14.1 MIXING
14.1.1 General Concrete shall be mixed in either stationary
plant, portable batch type, or truck mixers. Mixing equipment
shall be subject to approval by the Engineer. The concrete
shall be mixed in quantities requiring one or more full sacks
of cement and the mixer shall at no time be overloaded.
Splitting of sacks of cement will not be permitted. Each
mixer shall be equipped with a device for acccurately measuring
and indicating the quantity of water entering the concrete,
and the operating mechanism sha,ll be such that leakage will
not occur when the valves are closed. Adequate equipment and
facilities shall be provided for accurate measurement and
control of all materials and for readily changing the pro-
portions of materials to the degree necessary to conform to
varying conditions of the work in order to produce concrete of
the required uniform strength and workability.
14.1.1.1 A batch plant shall be capable of controlling the
delivery of all materials to within one percent by weight of
the specified materials. If bulk cement is used, it shall be
weighed on a separate visible dial scale which will accurately
8-7
register the scale load at anty stage of the weighing operation
from zero to full capacity.
14.1.2 Mixing Time For Stationary or Portable-Type Mixers.
The minimum time for mixing each batch after all materials are
in the mixer shall be one minute for l-1/2 cubic yards or
smaller mixers and l-l/Z minutes for larger mixers. Each
mixer shall be equipped with a device for automatically measuring
and indicating the time required for mixing, which device
shall be interlocked to prevent the discharge of concrete from
the mixer before the expiration of the mixing period. The
mixers shall revolve a minimum of 12 revolutions after all
materials have been placed in them and at a uniform speed.
Neither speed nor volume capacity of the mixer shall exceed
manufacturer's reconimendations. Excessive over-mixing requiring
additions of water to preserve the required consistency will
not be permitted.
14.1.3 Ready-Mixed Concrete.
14.1.3.1 General. Ready-mixed concrete may be used in lieu
of concrete mixed at the job for all concrete on the project.
All applicable mixing requirements specified herein for concrete
mixed at the site shall govern ready-mixed concrete and the
Engineer shall have free access to the mixing plant at all
times.
14.1.3.2 Transit-Mixed Concrete.
14.1.3.2.1 Top-Loading Truck Mixers. For concrete mixed in
top-loading truck mixers, each batch shall be turned not less
than 40 and not more than 150 revolutions of the mixer drum at
mixing speed when the fine and coarse aggregate are charged
into the mixer simultaneously (cement and water may be charged
separately). When the fine and coarse aggregate are charged
into the mixer separately, each batch shall be turned not less
than 60 and not more than 150 revolutions of the drum at
mixing speed.
14.1.3.2.2 End-Loading Truck Mixers. For concrete mixed in
end-loading truck mixers, each batch shall be turned not less
than 60 and not more than 150 revolutions of the mixing drum
at mixing speed when the mixer is loaded in excess of 50% of
the gross drum volume as provided hereinafter. When the mixer
is loaded not to exceed 50% of the gross drum volume, the
provisions specified for top-loading truck mixers will apply.
14.1.3.2.3 Capacity. Truck mixers shall be loaded in accordance
with manufacturers' capacity ratings, but in no case shall the
volume of mixed concrete exceed 50% of the gross volume of the
drum for top-loading mixers and 57.5% of the gross volume of
the drum for end-loading truck mixers.
14.1.3.2.4 Mixing speed shall be in accordance with manufacturers'
recommendations, but in no case shall the speed be less than
8-8
4 r.p.m. or greater than the speed resulting in a peripheral
velocity of the drum of 225 feet per minute.
14.1.3.2.5 Control. Each truck mixer shall be equipped with
a device for counting the number of revolutions of the drum,
which device shall be so interlocked as to prevent the discharge
of concrete from the drum before the required number of turns.
After the drum is once started, it shall be revolved continuously
until it has completely discharged its batch. Water shall not
be admitted to the mix until the drum has started revolving.
The right is reserved to increase the required minimum number
of revolutions or to decrease the designated maximum number of
revolutions necessary to obtain satisfactory mixing, and the
Contractor will not be entitled to additonal compensation
because of such increase or decrease.
14.2 Conveying. Concrete shall be conveyed from mixer to forms as
rapidly as practicable by methods which will prevent segregation or
loss of ingredients. It shall be deposited as nearly as particable
in:its final position. Chutes shall not be used unless approved by
the Engineer. There shall be no free vertical drop greater than
three feet, except where specifically authorized.
14.3 Placing. Concrete shall be placed before initial set has
occurred and, unless otherwise authorized by the Engineer, before
it has contained its water content for more than 45 minutes.
Unless otherwise specified, all concrete shall be placed upon
clean, damp surfaces free from running water and never upon soft
mud, dry porous earth, or upon fills that have not been subjected
to approval tamping or other compaction so that ultimate settlement
has occured. Concrete shall not be placed in water nor shall water
be allowed to rise over freshly placed concrete until the concrete
has set sufficiently to prevent its being damaged thereby.
14.3.1 Concrete shall not be placed until all reinforcement
is securely and properly fastened in its correct position, and
until the form ties at construction joints have been retightened;
all bucks, sleeves, hangers, pipe, conduits, bolts, wires, and
any other items required to be embedded in the concrete have
been placed and anchored, forms cleaned and coated as specified,
and the forms inspected and approved as ready for concrete.
14.3.2 Concrete shall be deposited in approximately horizontal
layers or lifts not to exceed 18 inches in depth, unless
otherwise authorized by the Engineer, and the concreting shall
be carried on in a continuous operation as far as is practicable,
until the placing in the course, section, panel, or monolith
is completed. All top surfaces not covered by forms, and
which are not to be covered by additional concrete or backfill,
shall be carried slightly above grade, struck off and given
specified finish.
14.3.3 In dropping concrete through reinforcement, care shall
be taken that no segregation of the coarse aggregate occurs.
On flat surfaces where the congestion of steel near the forms
8-9
makes placing difficult, a mortar of the same cement sand
ratio as is used in the concrete shall be first deposited to
cover the forms. Where fresh concrete is to be placed on or
against existing concrete, the surface of the concrete already
in place shall be roughened, cleaned, and then covered with
mortar just before the new concrete is placed. Cleaning by
wet sand blasting on construction joints shall be required to
remove all laitance.
14.3.4 Concrete shall be placed with the aid of approved
mechanical vibrating equipment. Vibration shall be transmitted
directly to the concrete; in no case shall it be transmitted
through the forms. Vibrators shall be applied at uniformly
spaced points not farther apart than the visible effectiveness
of the machine and in no case shall the vibrator be inserted
through the newly placed layer into lower courses that have
begun to set. The intensity and duration of vibration shall
not be used to flow or transport concrete inside of forms.
Vibration shall be supplemented by forking or spading by hand
adjacent to the forms on exposed faces in order to secure
smooth, dense, even surfaces. The concrete shall be compacted
and worked in an approved manner into all corners and angles
of the forms and around reinforcement and embedded fixtures.
14.4 Construction Joints will be permitted only where shown or as
noted on the drawings and shall be as detailed or otherwise approved
by the Engineer.
14.5 Expansion and Contraction Joints shall be constructed at such
points and to such dimensions and details as are shown on the
drawings. The method and materials used shall be subject to the
approval of the Engineer. In no case shall fixed metal, embedded
in or otherwise bonded to the concrete be continuous through an
expansion joint. Pre-melded joint filler shall conform to the
requirements of ASTM D 1751 and shall be used where indicated.
where preformed expansion joint material is placed in joints indicated
to receive mastic sealer, it shall be held back from exposed concrete
surface not less than the depth shown on the drawings and the space
so left shall be filled flush with mastic joint sealer conforming
to requirements specified hereinafter.
14.6 Restrictions Due to Extreme Weather Conditions.
14.6.1 Cold Weather. Concrete shall not be placed when the ambient temperature is below 35 degrees F., nor when the
concrete is likely to be subjected to freezing temperature
before the final set has occurred, unless specifically authorized
in writing. When so authorized, the materials shall be heated
in order that the temperature of the concrete when deposited
shall be not less than 50 degrees F., nor more than 100 degrees
F. All methods and equipment for heating shall be subject to
approval.
B-10
15. FINISHING
15.1 Definitions.
15.1.1 Wood-Float Finish shall be an integral finish by wood
float after screeding, to compact the surface evenly. Any
excess surface water shall be removed before floating and no
mortar shall be used for leveling. The unformed surfaces of
the spillway shall receive a wood float finish.
15.1.2 Steel-Troweled Finish shall be an integral finish
obtained by troweling with a steel trowel after the surface
has been floated and allowed to stand until all water sheen
has disappeared. Final troweling shall be done after the
concrete has hardened sufficientely to prevent drawing moisture
and fine materials to the surface and when the concrete is
sufficiently hard that no mortar accumulates on the trowel.
Cement or mixtures of cement and sand, shall not be spread on
surfaces to absorb excess water or to stiffen the concrete.
Troweling shall produce a dense, smooth, impervious surface,
free from defects and blemishes. The floor at the outlet
structure buildings shall receive a steel-trowel finish.
15.2 Unformed Surfaces. Interior floor slabs shall receive a
steel troweled finish. The unformed surfaces which will not be
exposed in the completed work shall be brought to required finished
elevations and left true and regular.
15.3 Formed Surfaces. Immediately after the removal of forms, fins
and irregularcprojections shall be removed form surfaces, Cavities
produced by form ties shall be thoroughly cleaned, saturated with
water, and carefully pointed with mortar of the same cement-sand
content as the concrete. Surfaces which have been pointed shall be
kept moist for a period of not less than 24 hours. Finished surfaces
shall be free from sand streaks or other voids. In addition to the
foregoing requirements, the following subparagraph sets forth the
supplemental finish requirements required for surfaces designated
to receive smooth finish.
15.3.1 Smooth Finish. All surfaces of the concrete that
will be exposed to view after completion of backfilling shall
receive a smooth finish such as can be achieved by means of
plywood forms or form liners. There shall be no damaged
areas, offsets, fins, or other projections on surfaces designated
or specified to receive smooth finish. In event forming does
not adequately accomplish the required smooth finish, the
surfaces sh'all be rubbed with Carborundum stones and water
until a uniformly smooth surface without blemish is achieved.
Use of supplemental mortar or grout during the rubbing will
not be permitted.
15.3.1.1 Defective surfaces shall be repaired by cutting out
the unsatisfactory material and placing new concrete, which
shall be formed with keys, dovetails, or anchors to attach it
S-11
securely to the other work. This concrete shall be drier than
the usual mixture and shall be thoroughly tamped into place.
No plastering shall be done over defective surfaces.
15.4 Miscellaneous Surfaces not covered herein and not specifically
designated on the drawings shall be finished as directed by the
Engineer.
16. PROTECTION AND CURING
16.1 Protection. Every reasonable precaution shall be taken to
protect finished surfaces from abrasions or other damage. Concrete
surfaces or edges likely to be injured during the construction
period shall be protected by leaving the forms in place or by
erecting satisfactory covers. No fire shall be permitted in direct
contact with concrete at any time. Concrete shall be adequately
protected from injurious action by sun and wind.
16.2 Curing All concrete shall be kept continuously wet for a
period of not less than 7 days after pouring, with fresh water
spray or with an approved water-saturated covering. When wood
forms are left in place for protection or curing, they shall be
kept wet at all times to prevent opening at the joints and excess
drying of concrete. Water for curing shall be generally clean and
free from any elements which might cause staining or discoloration
of the concrete.
16.3 Membrane Curing method may be used by the Contractor in lieu
of water curing provided the curing compound and method of application
are approved by the Engineer. If membrane compound is used, it
shall not be applied to any surface where additional concrete or
grout is to be placed. All such surfaces shall be kept entirely
free of membrane curing compound and shall be properly water cured.
Membrane curing compound shall be white-pigmented.
17. WATERSTOPS
17.1 Waterstops shall be provided in joints designated on the
drawings. All waterstops shall be installed in a workmanlike
manner to provide a water tight joint as the plans indicate.
Adequate provision shall be made to support and completely protect
the waterstops during the progress of the work. The contractor
shall place, replace or repair, at his expense, any waterstops
torn, punctured, or otherwise damaged before final acceptance of
the work. Waterstops shall conform to the cross section and to the
minimum dimensions shown on the plans. Waterstops shall be furnished
full length for each straight portion of the joint, without field
splices. Manufacturer's shop splices shall be fully vulcanised.
When being installed waterstops shall be cut and spliced at charges
in direction as may be necessary to avoid distortion of the web or
flange.
17.2 Material. Waterstops shall be manufactured either from neoprene or from polyvinyl chloride (PVC) at the option of the '
Contractor.
8-12
.
17.3 Polyvinyl Chloride Waterstops shall be manufactured from
polyvinyl chloride conforming to the Corps of Engineers Specification
Number CHD-C 572 and shall conform to the 0 zone resistance as
required for neoprene waterstops. A certificate shall be finished
with the test sample supplied stating that all of the performance
requirements specified under paragraph 6 of the said specification
have been complied with.
17.3.1 Field Splices. Splices for PVC waterstops shall be
performed by heat sealing the adjacent surfaces in accordance
with the manufacturer's recommendations. A thermostatically
controlled electric source of heat shall be used to make all
splices. The heat shall be sufficient to melt but not char
the plastic.
17.4 Neoprene Waterstops shall be manufactured from a vulcanised
elastomeric compound containing neoprene as the sole elastometer
and shall conform to the following:
2,000 Min
300 Min.
30 Max.
150 Min.
55+5 -
No cracks
-40 degrees F.
Must not
propagate flame.
Tensile strength, psi...............D 412
Elongation at break, percent........D 412
Compression set, 22 hrs. @ 158 F.,..D 395
(Method B)
Tear strength, psi..................D 624
(Die C)
Hardness (Type A) . . . . . . . . . . . . . . . . . ..D 2240 Ozone resistance 20% strain, 1OOhrs
at 100 degrees + 2 degrees F.......D 1149
(except 100+
20 parts per
100,000,000)
Brittleness Temperature............D 746
Flame resistance...................C 542
Oil Swell, ASTM Oil #3,70 hrs. at
212 degrees F., volume change, per-
cent...............................D 471
Water absorption, immersed 7 days
at 158 degrees F., change in
80 Max.
weight, percont....................D 471 15 Max. After accelerated aging in accordance with ASTM Designation: D 573 for
70 hours at 212 degrees F., the elastomer shall not show deterioration
changes in excess of the following:
Tensile strength, percent........... -15
Elongation at break, percent........ -40
Hardness, points.................... +lO
17.4.1 Field Splices Field splices for neoprene waterstops
shall be either vulcanised; mechanical, using stainless steel
parts; or made with a splicing union of the same stock as the
waterstop. All finished splices shall have a full size tensile i
8-12
strength of 100 pounds per inch of width.
18. INSTALLATION OF ANCHOR BARS
18.1 Anchor Bars shall be provided in the areas shown on the
drawings.
18.2 Drilling for Anchor Bars. Unless otherwise shown, holes for
embedding anchor bars shall be drilled normal or approximately
normal to the slope into which the anchor goes. A hole (minimum
diameter 2 inch) shall be drilled for the full depth and blown free
of loose material with compressed air. The holes shall be protected
from intrusion of dirt or other foreign matter until the anchor is
set.
18.3 Installation of Anchor Bars. Anchor bars of the size and
length as shown on the drawings shall be installed in the holes in
the following manner. Anchor bars shall be made from reinforcement
steel meeting the requirements of paragraph 10.3 of this specification
The holes shall be filled with grout composed of 1 part of portland
cement and 2-l/2 parts of sand by dry weight. After the hole is
filled with grout the anchor bar shall be inserted into the hole to
its full depth at the correct location and held in place until the
grout sets. No vibration or jiggling of the bar will be permitted
after the bar is once in place.
19. MASTIC JOINT SEALER
19.1 Mastic Joint Sealer shall be installed where indicated on the
drawings and shall be a material that does not contain evaporation
solvents, which will tenaciouily adhere to concrete and metal
surfaces, and which will remain permanently mastic. The material
shall be a type that when installed in accordance with manufacturer's
printed directions, will effectively and permanently waterproof and
seal joints in concrete subject to movement due to expansion or
contraction.
19.2 The Sealer Compound shall be composed of special asphalts or
similar material blended with lubricating and plasticising agents
to form a tough, durable mastic substance containing no volatile
oils or lubricants. The material when heated and maintained at a
temperature of 200 degrees F. for a period of 4 hours for testing
shall not show greater than one percent loss by weight. The material
shall neither flow at temperatures below 180 degrees F. nor become
brittle at temperatures above 10 degrees F. and when tested for
stability by being installed in a groove, l/2 inch wide by 1 inch
deep and not less than 6 inches long, in a concrete block then stored upright with temperature maintained at 180 degrees F., for a
period of 4 hours it shall not show any signs of slipping. When tested for tenacity of adherence to concrete, by installing between
concrete blocks or plates and then extending, the material shall
rupture within itself before it will pull away from the concrete
however, such rupture of the mastic material shall not occur before
the distance between the blocks or plates has been increased by at
least 50% when tested at temperature of 50 degrees F., and with
rate Of extension between 0.10 and 0.15 inch per hour.
SECTION 9
GDNITE
1. GENERAL
Furnish all materials, equipment, labor and services required
to cozaplcte the gunite work as indicated and as specified. Principal
items of work include, but are not limited to, pneumatically placed
concrete and reinforcement.
2. GENERAL REQUIREMENTS
2.1 Verify Dimensions on the drawings with field conditions at the
start of the work and check continuously during construction.
Accept responsibility for inaccuracies built into the work.
2.2 Inspect related work and surfaces; report in writing to the
Engineer those conditions which prevent proper provision of this
work. Any required removal, repair or replacement of this work
caused by unsuitable conditions shall be done at no additional cost
to the Owner.
2.3 Reference specifications. The work shall, unless otherwise
specified herein, meet the requirements of the "Specifications a2d
Recommended Practice of the Gunite Contractors Associations."
3. MATERIALS
3.1 c2ment. ASTM C150, Type I or II.
3.2 Sand ASTM C33, graded ix accordance with Reference Specification
and should contain between 3 percent to 6 percent moisture by
weight.
3.3 water. Clean and free of substances injurious to concrete.
3.4 Reinforcement. ASTM A615 grade 60.
3.5 Wood Forms, where exposed shall be plywood, meeting requirements
of "Concrete" section.
4. REQUIREMENTS
4.1 Prcporations. The proportions of cement to aggregate in loose
dry volumes shall be as necessary to produce watertight gunite
having a strength of at least 3,000 psi at 28 days, but shall be not less than 1 to 4-l/2. The proportions of water to cement shall
be accurately controlled so as to produce thorough and uniform
hydration of the concrete which, when applied, will form a homogeneous
mass containing neither sags r,or dry sand formation. An accurately
calibrated pressure gage shall be provided in the water line. The
water shall have a minimum pressure of 60 psi plus an additional 5
psi for each 10 feet of difference in elevation between the pressure
9-l
gage and the nozzle.
4.2 Equipment. Mixing time shall be not less than l-1/2 minutes
after the sand and cement are in the drum, when the dr?lm rotates at
a peripheral speed of about 200 feet per minute. Continuous type
mixers may be used in lieu of drum type if equal results are obtained,
as approved. Each batch shall be completeley discharged before
recharging is started. Mixing material that has stood for 45
minutes without being used shall be discarded. Remixing or tempering
will not be permitted. The air pressure at the machine end of the
hose shall be not less than 45 psi for hose lengths of 100 feet or
less and shall be increased 5 psi for each additional 50 feet, or
fraction thereof, of hose in excess of the first 100 feet. In
addition, the airpressure shall be increased 5 psi for each 25
feet, or fraction thereof, of vertical rise.
4.3 Preparation of Surfaces. All surfaces to be gunited shall be
clean and sound. Where surface ie such that bond might be prevented,
it shall be sandblasted as recommended in the Reference Specification
or a bonding agent such as "Weldcrete" shall be used.
4.4 Reinforcing Steel shall be supported at intervals not to
exceed 2 feet on centers. Minimum clear distance between forms and
reinforcement and for cover shall be as shown on the drawings.
Place reinforcement in accordance with the applicable requirements
of "Section,S," Concrete Works.
4.51 Rebound shall not be reused, but shall be promptly removed by
means of a separate blow-out air line and shoveled out of the way;
this shall be removed from the site daily.
4.6 Other trades shall be given ample time and facilities to
insert or secure those parts of their work that is to be embedded
in the gunite concrete.
4.7 Surface finish shall be wood float.
4.8 Curinq shall start promptly upon completion of finishing
operations and shall be kept constantly damp for a period of not
less than 14 days.
4.9 Tests. As a method of quality control, test cylinders may be
taken daily and submitted to testing by a laboratory selected by
Engineer. The taking of test cylinders shall be in accordance with
the requirements of the Reference Specification. costs of all
tests shall be borne by the Owner.
4.10 Defective Work. Rebound, pockets, sags, sloughing or other
defects occurring in the work shall be cut out and replaced.
9-2
SECTION 10
METAL BUILDING
AND -
MJSSCELLANEOUS METALWORK
1. GENERAL
This section covers miscellaneous metalwork which includes,
but is not limited to the following:
1.1 Pipe handrails
1.2 Trash racks
1.3 Steel ladders
1.4 Miscellaneous structural steel items
1.5 Pipe sleeves
1.6 Concrete inserts
1.7 Anchor bolts, bolts, nuts, washers, expansion
bolts, screws, clamps.
1.8 Steel frames around openings in walls
1.9 All equipment platforms and miscellaneous
supporting structures.
1.10 Manhole covers and frames
1.11 Metal Building
1.12 All other miscellaneous metals.
2. SHOP DRAXINGS
The contractor shall submit shop and setting drawings of all
shop fabricated items in accordance with the requirements of the
"Special Conditions" of these specifications. For manufactured
items, catalog cuts and descriptive data may be submitted in lieu
of shop drawings if sufficiently comprehensive. The Contractor
shall be held responsible for correctness of all measurements and
for alignment, and junction of the work. Shop drawings shall show
sizes of metal, method of assembly, anchorage and location of
holes, and other connections required for attachment of this work,
for future work, and for the work of other trades, as hereinafter
specified.
3. MATERIALS
3.1 Kind and Quality. Except as otherwise provided or approved,
4.
all miscellaneous met-1 items shall be of the exact size, weight,
and shape as shown on the contract drawings or approved shop drawings
and specified herein. All ferrous metals shall be thoroughly
cleaned of all rust or mill scale before fabrication. Materials
that do not comply with the drawings or this specification, as
evidenced by inspection and/or test reports, will be unconditionally
rejected.
3.2 e. Steel items shall be standard well-finished structural
or mild steel shapes, plates, bars, or rods conforming to the
requirements of ASTM A-36 "Specification for Structural Steel", for
shapes, and ASTM A-245, "Flat-Rolled Carbon Steel Sheets of Structural
Quality", for plates.
3.3 Steel Pipe Steel pipe shall conform to the requirements of
ASTM A-120, "Black and Hot-Dipped Zinc Coated (Galvanized) Welded
and Seamless Steel Pipe for Ordinary Uses", of weight called for on
the drawings.
3.4 Miscellaneous. Rabbets, lugs, and brackets shall be provided
so that the work can be assembled in a neat and substantial manner.
Holes for bolts and screws shall be neatly drilled unless cast
integrally. Fastenings shall be concealed where possible. Thickness
of metal and details of assembly and support shall give ample
strength and stiffness. Built-up parts shall be free of warp.
Exposed ends and edges of metal shall be milled smooth, with corners
slightly rounded.
3.5 Fastening Devices. Fastening devices shall be of approved
standard type, and of the same material as that to which they
fasten, or compatible therewith. Shields for expansion bolts shall
be of the cinch type. Where bolts are required for fastening into
concrete construction, they may be of an approved type with split
shanks, closed ends, and countersunk heads.
DESIGN, FABRICATION AND ERECTION
The design of members and connections for any portions of the
various structures not indicated on the design drawings shall be
completed by the Contractor or fabricator. All welding shall be in
accordance with the American Welding Society Standard Code for Arc
and Gas Welding in Puilding Construction, latest edition. Welders
shall be experienced, fully tested and qualified. All items shall
be of the sizes and shapes and constructed of materials as indicated
on the drawings or specified herein. All accessory or incidental
items not specifically shown on the drawings or specified, but
which are necessary or required to fully carry out the intent of
the work, shall be furnished without additional cost to the Owner.
All work shall be the product of skilled craftsmen in the employ of
approved, properly equipped fabricators. Work shall be accurately
cut and fitted close, shall be securely interconnected and reinforced,
and shall be rigidly fixed in place true to line and level or plumb
in an approved manner.
10-2
5. PIPE SLEEVES
Pipe sleeves shallbe'installed and properly secured in place
at all points where pipes pass through concrete. Pipe sleeves
shall be Schedule 40 pipe and, except where indicated otherwise on
the drawings, shall be of sufficient diameter to provide approximately
l/2-inch clearance around the pipe. After installation of the
pipe, the space between pipe and sleeves shall be packed with
asbestos and sealed watertight with a plastic material. Pipe
sleeves through floors shall extend not less than 2 inches above
the finished floor.
6. BRACKETS AND SUPPORTS
Metal brackets and supports shall be furnished and installed
under this section in accordance with details on the drawings, or
as required. Co-operation shall be given trades affected in the
location and erection of all such items of work.
7. STEEL LADDERS
Ladders shall comply with details shown on the drawings snd
approved shop drawings.
7.1 Cast-in-Place Ladder Rungs as indicated for ladder type climbing
rungs on concrete wall faces and for manhole steps shall be fabricated
from 3/4 inch round steel bar stock. Rungs shall be bent to size
znd shape shown on the drawings and shall be embedded directly in
the concrete as indicated with clear space of not less than 6
inches between ‘Lhe face of the concrete and the climbing rung.
Spacing shall be as indicated for the separate locations where
cast-in-place rungs are required. Rungs shall be galvanized after
fabrication. Galvanizing shall conform to ASTM Designation A 123-
65.
8. TRASH RACKS
8.1 Trash racks shall be provided and installed as shown on the
plans.
8.2 The racks shall be fabricated of ASTM A-36 steel plate, bars,
and structural sections as detailed on the drawings, and in accord-
ance with the applicable provisions of this section. Each rack
shall be hot dip qalvanized after fabrication.
9. FRAMES AND SUPPORTS FOR EQUIPMENT AND MECHANICAL ITEMS
Structural steel frames and supports for equipment and mechanical
items where not specified in various other sections of these specifications
shall be furnished and installed under this section. Workmanship shall be in accordance wit!: best practices of the trade and the
work shall be coordinated with various trades involved.
10-3
10. MISCELLANEOUS AND SUNDRY METAL ITENS
Miscellaneous and sundry metal items, not specifically mentioned
herein or in other sections of these specifications, but required
to complete the work, shall be provided and installed of type and
kind consistent with adjacent work, and as approved by the Engineer.
Items which are shown diagrammatically on the contract drawings
shall be fabricated to approved detail.
11. WORKMANSHIP
All exposed parts of all construction shall be finished as
required. There shall be no bends, twists, or open joints in any
finished members, nor any projecting edges or corners at intersections.
Coping, blocking, and miterinq shall be carefully done. The method
of fabrication and assembly shall be in accordance with the best
accepted practice. Unless otherwise specified or noted, all work
shall be installed or erected true to lines and planes with vertical
lines plumb and horizontal lines level. Where exposed bolts cannot
be avoided, they shall have hexagon heads and nuts. All exposed
welds shall be ground and finished smooth.
12. PAINTING AND FINSIHING
All structural steel and, insofar as practicable, all ferrous
metal surfaces shall be prime coated and finish coated as specified
in the section entitled "Painting; General". Ferrous metal encased
in concrete and qalvanized surfaces shall not be painted, except as
otherwise shown or specified.
13. GALVANIZED FINISH
All items fabricated which will be exposed to the elements
after erection shall be heavy duty-hot-dipped galvanized (not less
than 2 ounce psf) in accordance with the requirements of ASTM A
123-65, "Zinc (Hot-Galvanized) Coatings on Products Fabricated from
Rolled, Pressed, and Forged Steel Shaped Plates, Bars and Strips".
All zinc-coating that has been damaged in handling or transportation
or in welding, riveting, or bolting shall be repaired by the application
of a qalvanizinq repair paint conforming to specification MIL-P-
21035. Areas to be repaired shall be cleaned and slag removed from
the welds. Surfaces to which the repair paint is applied, shall
not be heated.
14. MANHOLE C'XVERS AND FARAMES
Manhole covers and frames shall be provided where indicated
with top of cover set flush with surface of concrete slab. covers
and frames shall be gray iron castings conforming to ASTM Designation
A 48-64, Class 30, and shall be light duty, round pattern designed
for setting in concrete slab. Covers shall be fitted with two drop
type lift handles that when dropped fit into a recess leaving the
top of handles flush with surface of the cover. Covers and frames shall be given shop coat of bitu..inous paint of type regularly
provided by the manufacturer. Frames and covers shall be "Neenah
10-4
No. R-6044-A' as manufactured by Neenah Foundry Company, Neenah,
Wisconsin or "Alhambra No. A-1425" as manufactured by Alhambra
Poundry Company Ltd., Alhambra, California modified as necessary to
conform to foregoing requirements, or an approved equal.
15. METAL BUILDING
15.1 The Contractor shall furnish and install a metal building
at each dam having the plan dimensions shown on the drawings of the
outlet works structural details. The building shall be Armco
Self-Framing, Type LS-lF, single slope roof, or equal, completely
equipped with one door and locks and no windows, all details of
construction and installation shall be approved by the Engineer
before work is started. The building shall be 8 feet high and
conform to the following specifications.
15.1.1 Walls Walls shall be embossed Arm@ Sculptred panels,
16-inch wide with two 3-inch deep ribs and 1-l/4-inch by
4-inch trapizoidal return, 24-gage Armco Zincqrip Steel.
Type 2. A windowless door of Arm!@ Zincgrip Steel complete
with hinges and vandal-proof door lock and 30-inches wide and
80-inches high shall be provided on the side of the building
nearest the gear operator for the 12-inch valve.
15.1.2 Roof. Roof shall be single slope built of interlocking
Armco Steel Panels, 16-inches wide with two 3-inch deep ribs
of 24 gage, Arm@ Zincgrip Steel, Type 2.
15.1.3 Framing Members. Base channel shall be 14-gage Armco
Zincqrip Steel. Eave plates shall be of 16-qaqe Armco
Zincqrip Steel.
15.1.4 Fasterners Bolts and nuts shall be of Zinc-plated
steel. Exposed sheet metal screws shall be of stainless steel.
Anchor bolts shall be of black steel.
15.1.5 Fascia. Fascia shall be 24-gage Zincqrip Steel with pre-
painted arcylic enamel finish.
15.1.5 Colors. The Contractor shall submit samples of available
colors of factory applied enamel to the Engineer for approval
before he orders the metal buildings.
15.1.7 Alternate Design The Contractor may submit alternate
types of metal buildings for consideration by the Engineer.
His submission shall be accompanied by full details concerning
materials, construction and installation.
lo--5
SECTION 11
PAINTING, GENERAL
3. GENERAL
This section covers general painting work complete.
1.1 Work Specified in Other Sections. Special protective coatings
are specified in the section entitled "Protective Coatings."
2. PAINTS
The term "paint" as used herein, includes emulsions, enamels,
paints, SederS, cement-latex paint, and other coatings, whether
used as prime, intermediate, or finish coats.
3. MATERIALS
Paints shall be in sealed containers that plainly show the designated
name, formula or specification number, batch number, color, date of
manufacture, manufacturer's directions, and name of manufacturer,
all of which shall be plainly legible at the tim$ of use. Pigmented
paints shall be furnished in containers not larger than 5 gallons.
Materials shall conform to the specifications shown in the painting
schedule herein and to the requirements hereinafter specified.
3.1 Exterior Oil Paint shall conform to the following Federal
Specifications: white, TT-P-102, class A; light tints, Tp-P-102,
class B; yellow, TT-P-53; green, TT-P-71; other medium colors, TT-
P-81; red or brown, TT-P-31; black, TT-P-61.
3.2 Interior Oil Paints shall conform to the following Federal
Specifications: TT-E-543 (Enamel Undercoat); TT-E-508 (Enamel
Semigloss). Alkyd gloss enamal for equipment shall conform to
Federal Specification TT-E-489.
4. PRIME COAT ON METAL
4.1 General. Unless otherwise specified, all exterior and interior
ferrous metal except reinforcing steel, bolts, rough hardware, a-d
metals with nonferrous coating shall be shop coated with red-lead
paint conforming to the requirements of Federal Specification TT-P-
86a Type I, or shall receive a baked-on coat of rust-inhibitive
paint of a type standard with the manufacturer, provided such shop
coat has proved performance characteristics at least equal to the
material specified herein.
4.2 Cleaning and Preparation of Surfaces. Surfaces shall be clean
before applying paint. All oil, grease, dirt, loose dust, loose
mill scale, and other foreign substances shall be removed. The removal of oil and grease shall be accomplished before mechanical
cleaning is started, using mineral spirits or other paraffin-free
solvents having a flast point higher than 100 degrees F. Clean
11-l
cloths and clean fluids shall !ze used to avoid leaving a film of greasy
residue. Mechanical cleaning shall be accomplished by means of emulsions,
steam, flame-cleaning, high speed power wire-brushing, blast cleaning,
or other approved methods. The "se of chipping tools which produce
cuts, burs, and other forms of excessive roughness will not be permitted.
Tight mill scale that cannot bz removed by applying a sharp knife to any
edge and minor amounts of residual rust not removable except by thorough
blast-cleaning will be permitted.
4.3 Application. The specified prime coat will be applied by
brush or spray. Pain shall be applied under dry and dust-free
conditions, end shall not be applied when the temperature is below
40 degrees F. Paining shall be done in a workman-like manner, so
as to produce an even film of uniform thickness. Edges, corners,
crevices, and joints shall receive special attention to insure that
they are thoroughly clean and that they receive an adquate thickness
of paint.
5. CLEANING AND PREPARATION OF SURFACES
5.1 General. Hardware, hardware accessories, machined surfaces,
plates, lighting fixtures, and similar items in contact with painted
surfaces and not to be painted shall be removed prior to surface
preparation and painting operations. Following completion of
painting of each space, removed items shall be reinstalled. Such
removal and reinstalling shall be done by workmen skilled in the
trades involved. Surfaces to be painted shell be clean before
applying paint or surface treatments. Oil and grease shall be
removed with clean cloths and cleaning solvents prior to mechanical
cleaning, except when sandblasting is employed. Cleaning solvents
will be of low toxicity and shall have a flash-point in excess of
100 degrees F. Cleaning and painting shall be so programmed that
dust and other contaminants from the cleaning process will not fall
on wet, newly painted surfaces.
5.2 Concrete Surfaces to be painted shell be prepared by removing
effloresfcence, chalk, dust, dirt, grease, oil, tar, and old weathered
paint, and by roughening to renove glaze. Surface deposits of free iron shall be removed prior to painting.
5.3 Ferrous Surfaces that have not been shop coated shall be sol-
vent-cleaned to remove oil and grease, then mechanically cleaned by
power wire-brushing or blast-cleaning to remove loose rust, lcose
mill scale, and other foreign substances. Minor amounts of residual
rust that cannot be removed except by thorough blast-cleaning and
tight mill scale that cannot be removed by applying a sharp knife
to any edge will be permitted. After cleaning, one coat of paint
conforming to Federal Specification TT-P-86, Type I or II, shall be
applied. Shop-coated metal shall be protected from corrosion
before and after installation by treating corroded areas immediately
upon detection. Abraded or corroded spots on shop-coated surfaces
shall be wire-brushed and touched up with the same material as the
shop coat.
11-2
6.
5.4 Galvanized Surfaces to be painted shall be solvent-cleaned and
treated with vinyl-type wash coat as hereinafter specified. Gal-
vanized surfaces not to be painted shall be solvent-cleaned.
PAINT APPLICATION
6.1 General. The finished surfaces shall be free from runs,
drops, ridges, waves, laps, brush marks, and variations in color,
texture, and finish. The hiding shall be so complete that the
addition of another coat of paint would not increase the hiding.
Each coat shall be so applied as to produce film of uniform thick-
ness. Special attention shall be given to insure that edges,
corners, and crevices receive a film thickness equivalent to that
of adjacent painted surfaces. Respirators shall be worn by persons
engaged or assisting in spray painting. Adjacent areas and installations
shall be protected by the use of drop cloths or other approved
precautionary measures.
6.2 Storage Mixing and Thinning. At time of application, paint
shall show no signs of deterioration. Latex paints shall be pro-
tected from exposure to cold weather by storing in shelters so as
to prevent freezing of the paint. Paint shall be thoroughly stirred,
strained, and kept at a uniform consistency during application.
Paints of different manufacturers shall be not mixed together.
hhere necessary to suit conditions of surface, temperature, weather,
and method of application, packaged paint may be thinned immediately
prior to application in accordance with the manufacturer's directions,
but not in excess of 1 pint of suitable thinner per gallon. The
use of thinner for any reason shall not relieve the Contractor from
obtaining complete hiding.
6.2.1 Vinyl-Type Wash Coat shall be mixed by adding 1 volume
of acid component to 4 volumes of resin component. The acid
component shall be added slowly with constant stirring to the
resin component. After mixing, the wash coat shall be used
within 8 hours. If additional thinning is required to main-
tain a wet spray, reduction shall be made with normal butyl
alcohol or 33 percent iscpropyl alcohol.
6.3 Method of Paint Application. Vinyl-type wash coat used on
metal surfaces may be by brush, roller, or spray. Vinyl-type wash
coat used on metal surfaces may be applied by brush, spray, or
swab. On other surfaces, exterior first coats shall be applied by
brush; subsequent coats and interior coats may be applied by brush,
roller, or spray. Rollers for applying enamel shall have a short
nap. Areas inaccessible to spray painting shall be coated by
brushing or other suitable means. Brushes used for the application
of water-emulsion paints shall be soaked in water for a period of 2
hours prior to the brushing operation.
6.3.1 Exterior Latex Paint. When the ambient temperature is
in excess of 85 degrees F, latex filler surfaces shall be lightly dampened with a fog spray of potable water immediately
Prior to application of the subsequent latex paint coat.
11-3
6.3.2 Vinyl-Type Wash Coat shall be applied at a coverage
rate of 250 to 300 square feet per gallon to give a dry-film
thickness of 0.3 to a maximum of 0.5 mil.
7. SURFACES TO BE PAINTED
7.1 General. Except as specifi.ed under the paragraph entitled
"Surfaces Not To Be Peinted," the surfaces listed in the painting
schedule below shall receive the surface preparation, paints, and
number of coats prescribed. Piping shell not be painted until the
piping has been tested and approved. Explanatory information for
use with the painting schedule is as follows.
7.1.1 Surfaces of fabricated and assembled items that are
finish-painted by the manufacturer, or specified to be finish-
painted under other sections of the specification, are exempted
from the following schedule requirements for surface preparation
and painting. Shop-primed items shall receive surface prepara-
tion and finish painting as required by this section.
7.1.2 Colors and Tints, including shades of stain, shall
match the respective color specimens selected by the Engineer.
Colors end tints shall conform to Plochere Color System Chips.
Undercoats shall vary slightly from the color of the next
coat.
7.1.3 Method of Surface Preparation and pretreatment shown in
the schedule is for identification purposes only. Cleaning
and pretreatment of surfaces prior to painting shall be
accomplished in accordance with the detailed requirement
hereinbefore described.
Surface Surface Preparation 1st coat 2nd Coat 3rd Coat
.And Pretreatment
Enterior Remove foreign Exterior Exterior None.
ferrous matter and loose oil paint oil paint
surfaces particles
including
doors and trim
Ferrous Sur- AS previously
faces of met- specified
hanical equip-
ment and sup-
ports other
than rubbing
surfaces.
Metal Inter- As previously
ior trim, specified for
doors each type of
surface
TT-E-489, m-E-489, None
(Enamel Alkyd Class A.
Gloss) Class
A
Exterior Exterior None
oil paint oil paint
11-4
Surface Surface Preparation 1st coat 2nd Coat 3rd Coat
And Pretreatment
Electrical As previously
conduit runs specified for
Metallic tub- surface
ing, pipes,
pipe hangers
and supports in
intake control
building and
outlet structure.
Enamel Under- Enamel None
coat TT-E-543 Semigloss
TT-E-509
8.
3.
SURFACES NOT TO BE PAINTED
The following listed items will not require painting under
this section of the specifications.
8.1 Concrete
8.2 Aluminum surfaces
8.3 Prefinished items.
CLEANING
Cloths and cotton waste that might constitute a fire hazard
shall be placed in closed metal containers or destroyed at the end
of each day. Upon completion of the work, staging, scaffolding,
and containers shall be removed from the site or destroyed in an
approved manner. Paint spots, oil, or stains upon adjacent surfaces
shall be removed and the entire job left clean and acceptable.
ll--5
SECTION 12
PROTECTIVF COATINGS
1. GENERAL
This section covers protective coatings for all work, complete.
2. PAINTS AND COATINGS
The terms "paint" and "coating" as used herein are synonymous
and include paints, sealers, and other coatings, whether used as
prime, intermediate, or finish coats.
3. APPLICABLE PUBLICATIONS
The following publications of the issues listed below, but
referred to thereafter by basic designation only, form a part of
this specification to the extent indicated by the references thereto:
3.1 Steel Structures Painting Council Surface Preparation Specifications
SSPC-SP l-52 T No. 1 Solvent Cleaning
SSPC-SP 6-52 T No. 6 Commercial Blxt Cleaning
SSPC-SP IO-63 T No. 10 Blast Cleaning to
"Near-White"
3.2 Federal Specifications
TT-E-489C Enamel, Alkyd, Glass (For &
AM-4 Exterior and Interior Surfaces)
TT-P-3lc Paint, Oil; Iron Oxide,
Ready-Mixed, Red and Brown
TT-P-53c Paint, Ready-Mixed, Outside,
& AM-1 Medium Chrome-Yellow
TT-P-6ld Paint, Exterior, Black,
Ready-Mixed
TT-P-71d Paint, Exterior, Chrome-Green
Ready-Mixed
TT-P-81d Paint, Oil; Ready-Mixed,
& AM-2 Exterior Medium Shades on a
Lead-Zinc Base
TT-P-86~ Paint, REd-Lead-Base, &
& AM-4 Ready-Mixed
TT-P-102a Paint, Oil; Titanium-Lead-
Zinc and Oil, Exterior, Ready-
Mixed, White and Light Tints.
12-1
5.5 Workmen. Only skilled and experienced mechanics for the
specific types of surface cleaning and specific types of coatings
to be applied shall be used in such applications. All work shall
be done in accordance with specified requirements.
6. CLEANING AND PREPARATION OF SURFACES
6.1 General
6.1.1 Surfaces to be painted shall be clean and in proper
condition to receive coating. The Contractor shall examine
all surfaces to be painted and all defects in such surfaces
shall be corrected to the satisfaction of the Engineer prior
to the start of work on this set-tion. The application of
first coat of any finishing process shall not be made until
satisfactory surface preparation has been completed as specified
herein. All marred or abraded spots on shop-primed surfaces
shall be given satisfactory touch-up restoration prior to any
other paint application. Paint shall not be applied until the
surface has been approved by the Engineer.
6.1.2 Machined surfaces, plates, and similar items in contact
with painted surfaces but not to be painted, shall be removed
prior to surface preparation and painting operations. Following
completion of painting of each space, removed items shall be
reinstalled. Such removal and reinstalling shall be done by
workmen skilled in the trades involved. Surfaces to be painted
shall be clean before applying paint or surface treatments.
Oil and grease shall be removed with clean cloths and cleaning
solvents prior to mechanical cleaning. Solvents shall be of
low toxicity and shall have a flash-point in excess of 100
degrees F. Cleaning and painting shall be so programmed that
dust and other contaminants from the cleaning process will not
fall on wet, newly painted surfaces.
6.2 Metal Surfaces :
6.2.1 Submerged Ferrous Surfaces Submerged ferrous surfaces
with the exception of stainless steel shall receive near-white
metal blast cleaning in conformance with SSPC-SP 10.
6.2.2 Non-Submerged Ferrous Surfaces. Non-submerged ferrous
surfaces of equipment, structural steel, handrailing, and
miscellaneous metalwork that have not been shop-coated shall
be solvent-cleaned to remove oil and grease, then mechanically
cleaned by power wire-brushing or blast cleaning to remove
loose rust, loose mill scale, and other foreign substances.
Minor amounts of residual rust that cannot be removed by
applying a sharp knife to any edge will be permitted. After
cleaning, one coat of paint conforming to Federal Specification
TT-P-86, Type I or II shall be applied. Shop-coated metal
shall be protected from corrosion before and after installation
by treating corroded areas irmnediately upon detection. Abraded
or corroded spots on shop-coated surfaces shall be wire-
brushed and touched up with the same material as the shop
12-2
coat. Non-submerged ferrous piping shall receive commercial
blast cleaning in conformance with SSPC-SF 6.
6.2.3 Galvanized Surfaces to be painted shall be solvent-
cleaned per SSPC-SP.
6.2.4 Exposed Ferrous Metal Surfaces not specified to receive
other surface cleaning and preparation shall be hand-cleaned.
6.2.5 Copper Tubing shall be solvent-cleaned in accordance
with SSPC-SP 1.
7. MATERIALS
7.1 Coal-Tar Epoxy coating shall be of a two-component type.
Coating shall produce a high-gloss finish. The coating shall be
63% solids by volume and shall have a maximum coverage of 100 sq.
ft/gal./coat. Dry film thickness at this coverage shall be 10.0
mils. The coating shall be Val-Chem 78-J-2, Socony Paint Products
Co., or approved equal.
7.2 Zinc-Silicate Coating shall conform to Military Specifications
MIL-P-23236, Type I, Class 3, and shall be post-curing type. The
coating shall have been tested and approved for inclusion in Department
of Defense Producet List, OPL-23236-9, before delivery to the
project.
7.3 Vinyl Epoxy Chromate Inhibitive Primer shall be composed of
chemically-resistant synthetic resins. Maximum coverage shall be
175 sq. ft./gal/coat, and dry film thickness shall be 1.5 rails.
The coating shall be Amer-coat No. 86 Primer, or approved equal.
7.4 High-Solids Vinyl Coatins shall have maximum coverage of 150
sq. ft/qal./ coat and a dry film thickness of 6 mils. The coating
shall be Amer-coat No. 99, or approved equal.
7.5 Coal Tar Primer and Enamel shall conform to AWWA Standard
Specification C-203.
7.6 Exterior Oil Paint shall conform to the following Federal
Specifications: white, TT-P-102, Class A; light tints, TT-P-102,
Class B; yellow, TT-P-53; green; TT-P-71; other medium colors, TT-
P-81; red or brown TT-P-31; black, TT-P-61.
8. SURFACES TO BE COATED AND PAINTED
8.1 General. Except as specified under paragraph entitled "Surfaces
Not To Be Painted", the surfaces listed in the schedule below shall
receive the surface preparation, paints, and number of coats prescribed.
Piping shall not be painted until the piping has been tested and
approved. Explanatory information for use with the painting and
coating schedule is as follows:
8.2 Surfaces of fabricated and assembled items that are finish-
painted by the manufacturer, or specified to be finish-painted
12-3
1.
2.
3.
4.
5.
9.
under other sections of the specification, are exempted from the following schedule requiranents for surface preparation and painting.
Shop-primed items shall receive surface preparation and finish-
painting as required by this section.
8.3 Colors and Tints shall match the respective color specimens selected by the Engineer. Colors and tints shall conform to Plochers
Color System Chips. Undercoats shall vary slightly from the color
of the next coat.
8.4 Method of Surface Preparation and pretreatment shown in the
schedule is for identification purposes only. Cleaning and pretreatment
of surfaces prior to painting shall be accomplished in accordance
with the detailed requirements hereinbefore described.
8.5 Coating Schedule:
Surface 1st coat 2nd Coat 3rd Coat
Exterior ferrous surfaces
subject to atmospheric
~XpOSLUX?.
Non-submerqed ferrous sur-
faces of mechanical equip-
ment and machinery other
than macbinsd surfaces.
Exterior and Interior non-
submerged piping including valves (except stems), hangers, s'apports, sleeves,
flanges, and couplings,
except those in intake control building
Submerged ferrous surfaces
except stainless steel,
including piping.
Buried Pipe Flanges, Coupl- ings and Flap Valve.
Exterior Oil Exterior Oil NOIE?
Paint Paint
TT-E-489 !I'%E-489 NOlIt?
Class A Class A
vinyl Chromate Vinyl Coating, NOIll?
Inhibitive Epcxy High Solids
Coal-Tar Epoxy Coat-Tar Epoxy None
Coal-Tar Primer Coal-Tar Enamel None
APPLICATION OF COATINGS AN,, PAINT
9.1 General. The finished surfaces shall be free from runs, drops, ridges, waves, laps, brush marks, and variations in color, texture, and finish. The hiding shall be so complete that the adfiition of another coat of paint would not increase the hiding.
Each coat shall be so applied as to produce film of uniform thickness.
Special attention shall be given to insure that edges, corners and crevices receive a film thickness equivalent to that of adjacent
painted surfaces. Respirators shall be worn by persons engaged or assisting in spray painting. Adjacent areas. and installations shall
be protected by the use of drop cloths or other approved precautionary measures.
12-4
9.2 Storage Mixing and Thinning. Storage and mixing shall be
performed only in areas designated by the hyineer. At time of
application, paint shall show no signs of deterioration. Paint
shall be thoroughly stirred, strained, and kept at a uniform consistency
during application. Paints of different manufacturers shall not be
mixed together. The use of thinner for any reason shall not relieve the Contractor from obtainizg complete hiding.
9.3 Atmospheric Conditions. Paints other than water-thinned
coatings shall be applied only to surfaces that are completely free
of surface moisture as determined by sight or touch. In no case
shall paint be applied to surfaces upon which there is visible
frost or ice, nor shall they be applied when air and surface temperatures
are out of the range of 50-90 degrees F.
9.4 Manner of Application. Except where manufacturer's printed
instructions supersede or where otherwise specified, the Contractor
may use brush, roller, air spray, or so-called air-less spray
application at his option. Areas inaccessible to spray painting
shall be coated by brushinq or other suitable means. No additional
coating of a structure or equipment piece shall be undertaken
without the permission of the Engineer until the previous coating
has been completed for the e&ire structure or piece of equipment.
9.4.1 Prime Coat shall be applied to all cleaned surfaces the same
day those surfaces are cleaned and prior to deterioration of the
cleaned surface.
10. SURFACES NOT TO BE PAINTED
Prefinished items will not require painting or coating under
this section of the specifications.
11. TOUCH UP
All scarred or abraded areas of painted surfaces shall be
touched up with paint to match adjacent area and shall be approved by the Engineer before final acceptance of work.
12. CLEANING
Cloths and cotton waste that might constitute a fire hazard
shall be placed in closed metal containers or destroyed at the end of each day. Upon completion of the work, staging, scaffolding, and containers shall be removed from the site or destroyed in an approved manner. Paint spots, oil, or stains upon adjacent surfaces shall be removed and the entire job left clean and acceptable.
12.1 All rubbish, waste, and surplus materials shall be removed from time to time, and all floors, or other adjacent work shall be cleaned when so directed.
12-5
12.2 Hardware and other unpainted metal surfaces shall be cleaned,
using lacquer thinner or paint remover. No edged tools or abrasives will be permitted. The use of thinners and solvents on hardware or
other finishes shall be done with care so as to avoid possible
damage or removal of protective coatings or finishes. Any original finishes damaged shall be restored.
12-6
SECTION 13
FENCING
1. GENERAL
This section covers chain-link fence, complete.
2. STANDARD ITEMS
Manufacturer's standard items shall be furnished insofar as
applicable to the type shown.
3. MATERIALS
3.1 Accessories shall be of design standard with the manufacturer.
The accessories shall be of the following materials and equal to the materials specified in Federal Specification RR-F-183, except
that zinc coating for accessories shall be as specified hereinafter.
3.1.1 Post Tops, gate hinges, stretcher bars, stretcher-bar bands, bolts, and nuts, shall be steel, wrought iron, or malleable iron.
3.1.2 Clips and Fabric Bands shall be steel, wrought iron, malleable iron, or aluminum.
3.2 Chain-Link Fabric shall conform to Federal Specification RR-F- 191, Type A. Fabric shall be height shown on the drawings fabricated of No. 9 gage wire, 2-inch mesh, twisted and barbed edge finish.
3.3 Concrete shall be Class
"Concrete".
A as specified in the section entitled
3.4 Posts Rails, Braces, and Gate Frames shall conform to Federal Specification RR-F-183 and shall be of the sizes and shapes specified
in Table I therein.
3.5 9. Top and bottom reinforcing wire shall be zinc-coated,
coiled spring reinforcing ?ire of 9 gage conforming to Federal Specification RR-F-183.
3.6 Zinc-Coating. Except for chain-link fabric and barbed wire,
ferrous metal used in the construction of the fence shall be hot-
dip zinc-coated after fabrication with not less than 1.2 ounce of
zinc per square foot of actual surface, as determined in accordance
with tests set forth in Ameriran Society for Testing and Materials
A 90. Chain-link fabric and barbed wire shall be zinc-coated
before or after fabrication. Abraded surface of galvanized members
and cut ends of fence fabric or barbed wire shall be touched up
with zinc dust-zinc oxide primer.
4. INSTALLATION
4.1 General. The finished fence shall be installed on the previously
13-1
prepared grade or set in cncrete walls where indicated. Detailed
instructions for fence installation shall be furnished with the
fence material by the fence manufactiirer. Top wires shall be used
on all installation except a t spillway or other locations where top
rail is specifically indicated.
4.2 Excavation for posts shall be 3 feet in depth having minimum diameter of not less than 8 inches. Waste material from excavation
shall be spread where directed. Post holes shall be thoroughly
cleaned of loose material.
4.3 Post Setting_. Posts shall be set in concrete with not less
than 3 times maximum cross section of post with a minimum diameter
of 8 inches. Concrete shall be thoroughly compacted by the hand- tamp method with a red of sufficient length to reach the bottom of
the post hole and shall be finished in a dome. Concrete shall be
allowed to cure a minimum of 72 hours before any further work is
done on the posts. Care shall be taken to insure proper alinement and plumb installation. Line posts shall be placed at not more
than 10 foot intervals, measured from cater to cater of posts.
The posts spacing will be measured parallel to the slope of the natural ground, and the top of coccrete walls as applicable to indicated installation, except in unusual locations where otherwise
directed by the Engineer setting in top of concrete walls or other
structural concrete shall conform to detail shown on the drawings.
4.4 Post Tops shall be installed as reconnnended by the manufacturere.
Post tops shall be of the design required to accommodate the top
wire or rail and barbed wire extension arms. In addition to manufacturer's
standard connections, barbed wire extension arms shall be securely
anchored to posts by use of through bolts or other approved method.
4.5 Top Pail shall be installed prior to installation of chain-
link fabric. End clamps shall be used for attaching top rail to
end posts, qate posts, and pull posts, and for attaching braces to line posts and gate posts. Corner clamps shall be used for attaching
top rail and braces at corner posts.
4.6 Top and Bottom Wires shall be installed prior to installation of chain-link fabric and shall be pulled taut. Straight runs
between end, qate,_or corner, posts shall be equipped with a wire stretching band.
4.7 Fabric shall bc pulled taut and secured to the top rail or
wire close to both sides of each post and at intervals of not more than 24 inches on caters and to the intermediate posts at intervals of not nor? than 14 inches on cater with 6 gage steel-wire ties. Fabric shall be attached to end, corner, or gate posts with stretcher bars and stretcher bar bands. Bands shall be equally spaced on the stretcher bar and not over 14 inches on centers.
5. GATES
5.1 General. Gates shall be of the swing type, hinged to swing
through 90 degrees from closed to open, and shall be complete with
13-2
latches, stops, keepers, hinges, fabric, braces, and locks. .Keepers shall be manufacturer's standxd, located on gate or ground.
5.2 Gate Frames shall be constructed of round or square tubular members. Gates shall have truss rods or intermediate braces as
necessary to provide rigid construction, free from say or twist.
Joints between tubular members shall be made by welding or by means
of heavy fittings. Joints made by welding shall be cleaned and painted with two coats of pain t conforming to Federal Specification
TT-P-641. Connections shall be rigid and weathertight. Truss rods
shall be 3/8-inch minimum diameter. Fulcrum-type latch shall be
provided on all gates. Fulcrum-type latch shall be provided with a
striking strap, and provisicn for padlocking shall be provided. The padlock shall be accessible from both sides of the gate regardless of latching arrangement.
5.3 Gate Fabric shall be of the same chain-link fabric used in the fence. Fabric shall be attached to gate-frame ends by "se of bolt
hooks, stretcher-bar bands and stretcher bars, or by other methods
standard with the maufacturer, except that welding the fabric to
the gate frame will not be permitted. The top and bottom of fabric
shall be attached with specified wire ties at intervals not exceeding 14 inches on centers.
5.4 Padlocks shall be furnished for gate openings and shall have
chains that are securely attached to the gates or gate posts. Padlocks shall be keyed alike ar.d two keys shall be provided for each padlock.
13-3
SECTICN 14
PITING AND CONTROL VALVES
1. GENERAL
This section of the specifications covers the general technical requirements and essential particulars of the piping system required
to be furnished and installed at both dams.
2. WORK SPECIFIED IN OTHER SECTIONS
Excavation for pipelines is covered'under section entitled
"Excavation and Foundation Preparation". Backfill is covered in this section.
3. GENERAL REQUIREMENTS FOR PIPING
3.1. The pipinq shall be furnished and installed as indicated on the drawings for the size, materials and classifications as specified herein. All pipes and fittings shall be new and unused. Each pipe
shall be carefully examined before being laid, and defective or
damaged pipe shall not be used. Any section of pipe found to be
defective before or after installation shall be replaced with sound pipe without additional expense to the Gamer.
3.2 The interior of all pipe shall be thoroughly cleaned of foreign
matter before installation. Any foreign raterial inside of pipes shall be removed by the Contractor prior to final acceptance. All
piping shall be kept clean during installation by plugging or other approved method.
3.3 w of each section of buried pipe shall
rest solidly upon the pipe bed.
3.4 Pipe to be incased in concrete shall be securely held in place
to prevent any change of position during placing of reinforcexwnt
steel and concrete. Care shall be,teken to prevent damage to piping during such placing operations. Incasement of pipe joints shall be avoided, but where unavoidable, joints shall be successfully tested before incasement.
3.5 The Contractor shall install all piping in a true manner and shall provide, without additional cost, additional piping flexibility
over that shown in the form of couplings, flanges, and unions if
needed for proper installation.
3.6 Any pipe that has the grade or joint disturbed after laying shall be taken up and relaid.
3.7 M shall not be laid in water, or when trench or weather conditions are unsuitable for the work, except by permission of the
14-l
.
Engineer. Water shall be kept away until the joints are completed. When work is not in progress, open ends of pipe and fittings shall
be securely closed so that no water, earth, or other substance will enter the pipe or fittings.
3.8 Piping shall be protected at all times prior to, during, and
following installations.
3.9 Manufacturers' recommendations shall be followed.
3.10 Piping that requires local protective coating as it is being placed, for reasons of accessibility for such local coating, shall
be coated as approved immediately prior to such or following such
installation, as applicable. Surface shall be cleaizd comparable
to the requirements specified under section entitled "Painting" and zinc rich coating or red lead primer or mastic as approved, applied
liberally to local affected surfaces such as at bearing points of
pipe hangers, pipe flange bolts, flanges, end the like.
3.11 Pipe to be buried shell be laid to the grades and aligment indicated. Proper facilities shall be provided for lowering
sections of pipe into trenches. Full responsibility for the
diversion of drainage end for dewatering of trenches during construction
shall be borne by the Contractor. All pipe in place shall have
been approved before backfilling. In all backfilling operations,
the Contractor shall be responsible for preventing damage to or
misalignment of the pipe.
3.12 Valves, Operators, and Accessories 3.12.1 All assemblies of valves, operators, and accessories
shall be complete and adequate for the intended PULTOS~ and
shall include all essential components of equipment together with all mountings, piping, and other appurtenances normal and necessary for proper installation. Installation shall be in
accordance with the manufacturer's recommendations unless otherwise approved.
3.12.3 Wherever~in this section it is specified that a single manufacturer shall be responsible for the compatible and successful operation for the various components of any
valve assembly, it shall be understood to mean that the
Contractor shall furnish and install only such equipment as
the designated manufacturer will certify is suitable for use with his equipment and with the further understanding that this in no way constitutes a waiver of any specified require- ments.
3.12.4 Each assembly of valves or equipment specified hereinafter
shall be the standard product of one or more recognized UIS.A. manufacturer; spccializing in the production of similar valves and equipment and with not less than five years experience in such manufacture. The responsibility for the compatibility of
14-2
all system components and their meeting of these specifications
for each complete system of equipment shall be assumed by a single manufacuturer of the equipment in each case.
3.12.5 Upon request of the Engineer the Contractor shall obtain from the manufacturer and furnish to the Engineer the names of not less than five successful installations of his equipment in applications of a comparable nature to that
required by this contract. The same experience qualifications
specified above shall apply to manufacturers of couplings, flanges, end other piping items.
4. DRAWINGS TO BE SUBMITTED BY CONTRACTOR
4.1 Before commencement of installation, the Contractor shall
submit to the Engineer for approval, shop drawings of all pipes,
fittings, valves, operators and accessories for the required work. Said drawings shall show the classes, dimensions, plate or sheet
thickness, steel reinforcement, joint details of each pipe section end fitting to be furnished.
4.2 The Contractor shall also submit to the Engineer for approval,
all "line sketch" and drawings of all hangers, anchors, supports, special details, and manufactured equipment.
4.3 Erection profile drawings shall be furnished for all pipe lines to be installed underground showing:
The location, length, and fitting to be furnished and installed;
The pipe axis station and elevation at all changes in gradient
or horizontal alignment;
The station and invert or cater line elevation to which the spigot end of each pipe, within the limits of a horizontal or
vertical curve, will be laid;
All elements of curves and bends, both in horizontal and vertical alignment, including elements of resultant true deflections in all cases of combined curvature;
The limits of each reach of concrete incasement as shown on the drawings; and
Details of bulkheads, flanges, or suitable caps for the field
hydrostatic testing of the pipe line.
5. STEEL PIPE FLANGES
5.1 w shall conform to the
AWWA - C-207-55 Class D, except that welding used.
requirements of
neck flanges may be
14-3
5.2 Ring gaskets, l/X-inch thick, shall be used with flanged
fittings. Acceptable brands are "Granite," to be used with Crane
Thread Lubricant, or "Johns-Manville," Style No. 60, graphited both sides.
5.3 Nuts and bolts shall conform to Federal Specification FF-B- 571.
5.4 All buried or submerged flanges and bolts shall receive a protective coating of coal tar primer end coal tar enamel con- forming to American Water Works Association Specification C-203-57.
5.5 Hub or slip-on flanges and steel ring or steel plate flanges
shall be double welded to the pipe in continuous water tight joints in accordance with the best practice.
5.6 Flange welds and pipe surfaces shall be completely and adequately
covered for all flanges, regardless of type.
6. GALVANIZED STEEL PIPE
6.1 Pipe shall conform to Federal Specification WW-P-406b, Weight
A, Class 2, ends threaded, and coupling on one end, except that length may be 44 feet or less.
6.2 Specials and Fittings shall be galvanized malleable iron
conforming to Federal Specification WW-P-521, Type II.
6.3 Joints. Subject to the approval of the Engineer, screw joints
shall be made perfectly tight with a stiff mixture of graphite and oil or inert filler and oil or with an approved graphite compound, applied with a brush to the male threads only. No cement of any
type shall be used in making the joint.
I ASBESTOS-CEMENT PIPE
7.1 Material.
7.1.1 Pipe and couplings shall be equal in all respects to
"Transite" as manufactured by Johns-Manville and shall conform
to AWWA Specification C400, Class 150 for 4-inch and 18-inch diameter pipe and Class 200 for 6-inch diameter pipe.
7.1.2 Tests. Each standard, random, or short length of pipe
and each coupling sleeve when manufactured from the same
material es the pipe shall be tested in accordance with AWWA
Specification C400.
7.1.3 Specials and fittings shall be cast iron. Flanged fittings shall conforn to AWWA Cl00 Class D. Fittings with
bell joints shall comply with AWWA Cl10 except bells shall be modified to accommodate rubber ring used with asbestos cement pipe. Flange by hub adapters shall be used to connect asbestos
14-4
cement pipe to flanged valves or fittings. Interior surfaces
of all fittings shall be cement lined in accordance with
American Standard A21.4
7.1.4 Perforations, where shown on the drawings, shall be
cleanly drilled through the pipe wall and shall be subject to
the approval of the Engineer.
7.2 Laying Asbestos-Cement Subdrain Pipe.
7.2.1 Pipe couplings shall not rest on any excavated surface.
Final bedding for the pipe shall be uniform, compact, and
continuous.
The "mound' method shall normally be used to support pipe
as it is laid in the trench. After laying but before starting
to backfill, each section of pipa shall be adjusted at its
couplings to eliminate "zig-zag" in alignment and "waves" in
the profile. The clearance under each coupling shall be at
least 2 inches. No coupling shall rest on, or settle down to,
original trench bottom and no pipe or coupling shall ccme in
dirxt contact with rock, concrete, or underground structures.
Perforated pipe shall be laid with the perforations at the
bottom and sides on a bed of filter material conforming to the depths and dimensions shc!n on the plans. In no case shall
the depth of filter material beneath the pipe be less than 4
inches. Unperforated discharge lines shall be laid on a bed
of sand at least 4 inches deep and the pipe shall be completely surrounded on the sides and tops by at least 6 inches of sand.
7.2.2 Observation and Flushing Risers of 6-inch diameter
unperforated asbestos-cement pipe shall be constructed at the locations shokm on the plans and be Supported in place by
fine-grained material carefully compacted around the pipe. A cast iron cap complete with a screw on cap flush with the
ground surface shell be provided at the top of each riser.
7.3 Laying Asbestos-Cement Outlet Conduit.
7.3.1 The 18-inch pipe shall be securely held in place in the
excavated trench as shown on the plans in such a manner as to
prevent any change of position during placing of reinforce- ment steel and concrete as specified in 3.4.
7.4 Pipe Lengths
7.4.1 The radius of curvature of a trench shall determine the maximum length of pipe section that can be used without exceeding
the allowable deflection at a coupling. The deflection at any
flexible joint shall not exceed that prescribed by manufacturers
of the asbestos-cement pipe.
14-5
7.4.2 Short lengths of pipe shall be used et rigid structures
such as headwalls and may be used for making closures or repairs, and negotiating curves without exceeding allowable deflection at couplings.
7.4.3. Asbestos-cement pipe shall be cut with hand pipe
cutters which use a cutting edge (do not use wedge-type roller cutters), motor driven saws using abrasive discs, and with
hand saws. The ends of cut section shall be machined smooth
and square with the longitudinal axis of the pipe section.
7.4.4 Number 12-gage, bare or plastic coated, soft copper
wire shall be attached to the top side of non-vertical asbestcs- cement pipe for its entire length. Retention of the wire to the top side of the pipe shall be accomplished by either a
half hitch or a tie at each coupling and near but not in
contact with metal fittings or valves in the line.
7.4.5 VaLve-Fitting-Assemblies as applicable, shall be made prior to itistalling. in the~:trench.. ~A11 steel or maleeable
~iron surfaces that will come in direct contact with the soil shall be given a protective coating of coal tar primer and coal tar enamel conforming to AWWA C203. Prctectc-wrap with its companion primer shall be used on bolt-flange assemblies
that cannot be made above ground. Protective coatings may be
subjected to a high voltage holiday detector test and any detected holidays shall be corrected to the satisfaction of the Engineer. Bolt heads shall be positioned to insure free
movement of the nut after installing concrete thrust blocks. Ring-tite grooves shall be inspected prior to assembly for high spots or abnormal surface roughness that might be conducive
to leakage under pressure. Castings shall also be inspected
for possible cracks or blow holes in the metal.
8. CORRUGATED METAL PIPE AN!l PIPE ARCHES
8.1 General Corrugated metal pipe and pipe arches shall be furnished in the size and gage shown on the drawings, and shall be
full bituminous coated and pared invert. Pipe shall be of welded
seam construction fabricated in accordance with AASHTO Designation
M-36. After fabricatio? pipe shall be coated and paved invert applied in accordance with AASHTO Designation M-190, type C.
8.2 Round Pipe The round corrugated metal pipe shall be of 14-
gage specified thickness. Corrugations shall be 2-2/3-inches by l/2 inch.
8.3 Pipe Arch The pipe arch shall be of 8-gage Specified thickness. Corrugations shall be Z-2/3-inches by l/2 inch.
8.4 Bands Ccnnectixg bzndz shall be the Hugger type or equal with "0" ringgaskets.
14-6
9. UNIONS
Unions shall be provided as indicated on the drawings and as
otherwise required by the Engineer for disconnection. Unions 2
inches nnd smaller shall be ground joint pattern, and unions larger
than 2 inches, shall be flanged. Gaskets shell be l/16-inch
rubber packing.
10. WALI; CASTINGS
10.1 Wall castings shall be flanged end shall be fabricated steel
or cast iron incorporating a water stop flange held in place with a continuous weld on each side of the flange or properly cast on.
Coat as specified.
10.2 Cast Iron Wall Castings shall conform to ASA B16.1 and to AWWA CllO-64 and AWWA 1X04-64.
10.3 Steel gage shall not be less than NC. 10 (0.1345 inch thick)
and shall be equivalent in construction to previously specified
welded steel pipe.
10.4 Steel flanges shall conform to ASA B16.5.
11. SLEEVES
Pipe sleeves shell be provided for all pipes passing through slabs or walls except where wall castings are shown.
11.1 Sleeves-may be of cast iron pipe or galvanized sheet steel not lighter than No. 18 gauge for pipes less than 3-inch diameter and not lighter than 14-gauge for pipes 3-inch diameter and greater.
11.2 Annular space between pipe and pipe sleeve shall not be more
than l/4-inch except as otherwise approved.
11.3 Sleeves below grade or passing through exterior walls shall
have annular spaces between such pipes and pipe sleeves be made
water-tight by being filled with grout and bituminous joint compound using not less than l/2-inch depth of mastic sealer at both wall surfaces, or by lead caulking joint as approved.
12. THRUST BLOCKS
12.1 Thrust Blocks shall be poured in place concrete, installed by
the Contractor, at such locations as designated on the drawings and as otherwise required.
12.2 The concrete shall conform to the applicable requirements
specified in section entitled "Concrete."
14-7
12.3 All thrust blocks shall bear solidly against firm, undisturbed
native soil.
13. FLEXIBLE COUPLINGS
13.1 Flexable Couplings shall~be of the flanged adaptor type, provided at locations shown or as otherwise permitted by the Engineer. In all instances, they shall provide the requisite pipe flexibility
without jecpardizing pipe joint integrity due to hydraulic thrust. Couplings shall be installed in conformance with the manufacturer's
recommendations for the service intended. Couplings shall have all
metal surfaces, including nuts and bolts coated with Specoat SEC-
ETP as manufactured by the Specialties Engineering Company or approved equal. Holidays will be cause for rejection. Surfaces
shall be prepared in accordance with the requirements of SSPC-SP5
"Painting, General."
The flexible flanged coupling adaptors shall be of the Keflex
Type 151-1215 bellow type as manufactured by Keflex, Inc. of Bartlett,
Illinois, or approved equal.
14. PIPE FLANGE ADAPTORS
14.1 Ring-Tite to Fl'anqe Adaptor shall be provided at the junction
of the 18-inch asbestos cement pipe and the 18-inch diameter steel
pipe at the wall of the cutlet structure. The adaptor shall be
cast in the wall with the face of the flange 8 inches from the wall. The adaptor shell be a cast iron fitting with Ring-Tite Bell as manufactured by Johns-Manville, Los Angeles, California, or
E+FrOVed equal.
15 PUMP
15.1 Centrifubal Pump shall be a self-priming pump similar to
Model 1OCCE Size 2"~ 2" manufactured by Peabody Barnes of Fullerton,
California, or approved equal. It shall be powered by a 5 hp 3- phase motor. The pump shall be supplied complete with a float mechanism capable of activating and turning off the pump at high
sump level and low sump level. The pump shall be supplied with all
necessary connections, screens, and fittings to pump water from the bottom of the sump and discharge it into the 3-inch diameter
seepage water return line shown on the plans.
16. PLUG VALVE
16.1 Valve. Plug valves shall be ?f the non-lubricated eccentric
type with bolted bonnet design, resilient faced plug to provide drip-tight shut-off and up to 80% port area. Valves shall be Dezurik Series 100, Pratt or equal. Valves shall provide drip- tight shut-off up to maximum working FreSsure rating with flow in either direction. Maximum working pressure ratings, established by
14-8
tests in compliance with ANSI B16.1-67, shall be 175 psi for valves
through 12 inches. Valve bodies shall be of bolted bonnet ConstruCtiOn with flanged end connectors. Body material shall be cast iron,
ASTM Al26 Class B as specified in AWWA C504-70, paragraph 6.4 or
AWWA C507-13, paragraph 5.1. Flanged valves shall be faced and
drilled to ANSI B16.1-6.7, 125/150 lb standard. Valve plugs and shaft material shall be cast iron, ASTM Al26 Class B as specified above for body material. The resilient plug facing shall be neoprene,
suitable for use with sewage. Port areas for valves through 20
inches shall be at least 80% of full pipe area.
Valves shall include replaceable, sleeve type bearings in the
upper and lower journals. Bearings shall be per!!anently lubricated
stainless steel or bronze and comply with AWWA C507-13, paragraphs
8.1, 8.3 and 8.4 and AWWA C504-70, Section 10. Valve shaft seals shall be adjustable and replaceable without removal of the bonnet
or plug and shall comply with AWWA C507-13, Section 10 and AWWA
C504-70, Section 11.
Mannual valves shall have lever or gear actuators, tee wrenches, and extension stems. All valves 6 inches and larger shall include
gear actuators.
16.2 Gear Actuators shall consist of a semi-steel housing containing
oil bath lubricated worm and worm wheel type gears. Seals shall be
provided on all shafts to prevent ingress of dirt and moisture. The actuator output shaft shall be supported in permanently lubricated bronze bearings. Actuators shall include a valve position dial
indicator. An adjustable stop shall be provided to set closing torque. The actuator shall include a plain rimmed handwheel.
16.3 All exposed nuts, bolts, springs, washers, etc., shall be
zinc plated ferrous metal or stainless steel. Valves shall include
shaft seals and gaskets on the valve covers to prevent ingress of water. All exposed nuts, bolts, springs and washers shall be stainless steel.
17 BUTTER?LY VALVES
17.7 General. Butterfly valves shall conform to AWWA Specification
C-504-66 except as modified hereinafter.
17.2 Size, quantity and service of valves shall be according to the following schedule:
rype of Size No. Service Operator Class
18-in. 2 Outlet structure M.?LIl"al 150-B
(1ea.D.m) (submerged)
14-9
Manufacturer's Responsibility for Valves and Operators
17.3.1 The manufacturer furnishing the butterfly valve shall
also furnish and be responsible for the compatibility and
adequacy under the specifications of the valve operator and
appurtenances.
17.3.2 The Contractor shall furnish the Owner with the manufacturer's
certification of the valve, operator, and appurtenances complying
with these specifications. Also the Contractor shzll furnish
the manufacturer engineering calculations and operations
manual for approval prior to manufacture.
17.3.3 The valve shall be Crane Model 27F No. 27F-BRB-G95
manufactzred by Crane, 300 Park Avenue, New York, New York, or
approved equal. The Contractor shall supply the necessary
butterfly valve extension stem kit and stand for installation
of the valve operator on the floor of the outlet structure as
shown on the drawings. The valve shall be supplied complete
with manual gear operator and handwheel.
17.3.4 Certification. The butterfly valve shall be leakage
and hydrostatic tested and certified test results shall be
furnished.
17.4 Protective Coating of Valves.
17.4.1 Protective Coatixj shall be factory applied to interior
and exterior cast iron wetted surfaces of butterfly valves,
operators, and appurtenances to be submerged.
17.4.2 Protective coating shall be epoxy coating Specoat SEC-
ETP as manufactured by the Specialities Engineering Company,
or approved equal.
17.4.3. The ferrous surfaces shall be prepared for the epoxy
coating by sandblasting to "white metal" in accordance with
the requirements of SSPC-SP5, using due caution to prevent
injury to the adjacent surfaces. All welds, edges, and sharp
corners including edges at flanges, shall be ground to a
smooth curve and all weld spatter shall be removed. The
sandblasting shall be dry sandblasting and the maximum surface
profile shall be approximately 3 to 5 mils.’ After sandblasting
the entire surfaces shall be thoroughly cleaned of all loose
material with a vacuum cleaner or by brushing. The areas to
be coated with epoxy shall not be touched between the time of
sandblasting and the time of application of the epoxy coating.
The first coat of epoxy coating shall he applied to the surfaces
within 2 hours after sandblasting.
17.4.4 The epoxy shall be applied in accordance with the
manufacturer's recommendations, which require heating of the
metal to 125 derJrees F. for one hour to remove all moisture
from the surface prior to sandblasting. After sandblasting
the surfaces shall again be heated to 125 degrees F. and the
penetrating adhesive first coat of SEC-ETP shall be brush
applied to a thickness of 5 to 8 mils. If the casting is an
excellent casting without deformities, then second and third
coats of SEC-ET? shall be applied. If the casting is rough
with irregularities, the second coat shall be SEC-ETL (light
caulking) applied at a thickness of approximately 15 mils
followed with a finish glaze coat of SEC-ETP of 8 to 10 mils.
Lining shall be applied in and under the gasket area a minimum
distance of l/2-inch and shall be approximately 5 mils thick.
Each coat shall be allowed to become tacky before applying the
next coat.
17.4.5 Coating must be applied in an area free of dust and
iron filings. Ppreparation an
started, must be carried to c
The completed coating shall b
of dry-thickness gage tester
electricity. The finished th
mils for coating applied to a
less than 30 mils for coating
All defects shall be repaired
tested, and this process shal
is acceptable to the Engineer
17.4.6 Exterior surfaces of
of flange bolt holes shall re
time of installation the wash
cleaned and a coating of epox
installation the bolt heads s
coating applied as per manufa
17.4.7 Any damaged or marred
cleaned and additional coatin
17.4.8 Due care shall be "se
during shipment, at the job s
protect the surfaces from dam
17.5 Tests.
17.5.1 Factory tests shall i
17.5.2 Butterfly valves shal
tested at twice rated pressur
pressure. Any signs of leaka'
of equipment. After mounting
opening and closing of valve
assembly is close fitted and
action.
coating of surfaces, once
mpletion without interruption.
checked for thickness by means
,t 20,000 to 50,000 volts of
ckness shall be not less than 15
fine casting and shall not be
applied to a rough casting.
and the coating shall again be
be repeated until the coating
ubmerged valves in the vicinity
eive a light epoxy coating. At
rs and bolts shall be thoroughly
applied to washers. After
all receive heavy coats of epoxy
turer's recommendations.
surfaces shall be thoroughly
of epoxy applied.
to protect the coated surfaces
te, and during installation to
g=.
elude the following:
have body hydrostatically
and bubble leak test at rated
e shall be cause for rejection
of valve operator, 10 cycles of
hall be performed to demonstrate
ree from any play or binding
17.5.3 Field tests shall be performed on each valve in the
dry and prior to filling the reservoir and shall demonstrate
proper aligment, adjustment, installation, end smooth reliable
function. Such tests shall be repeated on each valve upon
reservoir filling. Any adjustments and defects that become
evident shall be corrected to the satisfaction of the Engineer-
Architect.
18. WELDING
18.1 The Contractor shall be responsible for the quality of the
welding done by his organ&&ion end shall conduct such tests as
required.
18.2 Welder's Certificate. All welders shell be qualified for all
positions. Each welder shall be provided with a certificate by the
Contractor certifying to the type of welding for which he is
qualified. All certificates must be countersigned by the Engineer.
The certificate shall be kept on file at the job site by the Contractor
and must be presented for examination when requested to do so by
authorized personnel. The certificate will remain in effect for
the duration of the job unless the Engineer instructs otherwise.
19. SLUICE GATE
19.1 General. Sluice gate complete with a.11 necessary attachments,
stainless steel tubing, hydraulic cylinder, hydraulic pump, valves
and wall thimble shall be installed as shown on the plans.
19.2 Sluice Gate shall be Armco Heavy-Duty Sluice Gate Model lOO-
30, or approved equal with 18-inch by 18-inch square flange back
and 18-inch diameter square flange round opening wall thimble. The
gate shell come equipped with rising stem and standard bottom as
shown on the drawings. The wall thimble shall be cast into the
concrete wall of the intake structure. Seating faces shall be
stainless steel.
19.3 Operator. The sluice gate shall be supplied with a hydraulically
operated lifting device of adequate size end capacity to lift and
close the gate under the design heads. The hydraulic system shall
include the necessary high pressure oil operated hydraulic cylinder,
stainless steel lines extending to the outlet structure, valves and
a hand-operated hydraulic pump capable of being plugged into the
quick connects at the terminal end of the hydraulic lines.
19.4 Protection of Lines. The Contractor shall provide a cover of
galvanized metal l/E-inch thick to protect the stainless steel
fittings in the intake structure and in the outlet structure. The
metal covers shall be designed and constructed to bolt to the wall
of the intake structure and to the floor of the outlet structure.
14-12
FLAP GATES
20.1 General Falp gates and accessories shell be Armco Medium Duty
Flap Gates or approved of circular opening of the following sizes
for installations where shown on the drawings
BATE SCHEDULE
Quantity Size Opening Type Beck Seating Head
2 18 in. Flat 10 ft.
2 6 in. Flat 10 ft.
20.2 Seat shall be one-piece cast iron with a raised section
around the perimeter of the waterway opening to provide the seating
face. The raised section shall provide a seating plane diverging,
top to bottom, from the plane of the mounting flange to assist in
positive closure of the cover. The seat shall be shaped to provide
two bosses extended above the top of the waterway opening for
mounting the top pivot lugs. Pivot lug bosses shall be drilled and
tapped for mounting studs.
Seat shall be Flat Back as designated in the Gate Schedule.
Flat beck gate attached to concrete shell be mounted on anchor
bolts and grouted in place.
20.3 Cover shall be one-piece cast iron with necessary reinforcing
ribs with lifting eye for manual operation, end with bosses to
provide a pivot point connection with the links. Bosses shall be
designed to place the hinge bolts in double shear when gate is
assembled.
20.4 Seating Faces. The cast iron seating faces on the seat and
the cover shell be machined to a plane with a minimum 63 micro-inch
finish.
20.5 Pivot Lugs. Each pivot lug shell be one-piece cast iron.
Lugs shall have double bosses to place the top hinge bolts in
double shear when they are assembled through the links. The lugs
shall be adjustable in the horizontal plane without removal of the
cover from the gate links. The adjustment shall allow the top
pivots to be moved toward the gate seat for reduced sensitivity of
the cover, or moved away from the gate seat to provide opening with
aminimum differential head. Two studs shall be used to connect
each pivot to the gate seat.
20.6 Links connecting the cover and pivot lugs shall be one-piece
heavy duty cast iron. Each link shall be provided with commercial
grade bronze bushings at each pivot point. The bottom of the links
shall be provided with an adjusting screw to properly align seating
faces on the cover with respect to the seat. The links shall be
designed to limit the double hinge action, preventing the cover
14-13
from rotating sufficiently to become wedged in the open position.
20.7 Fasteners. All anchor bolts, assembly bolts, screws end nuts
shell be of galvanized steel of ample section to safely withstand
the forces created by operation of the gate under the heads shown
in the Gate Schedule. Quantity end size of the fasteners shell be
as recommended by the manufacturer. Anchor bolts shall be fur-
nished with two nuts each to facilitate installation and alignment
of the flat back gates when attached to concrete.
20.8 Drawings for Approval. Drawings showing the dimensions and
details required to locate and install the component assemblies
shall be submitted for the Engineer's approval prior to fabric-
ation.
20.9 Materials Materials shell conform to the requirements of the
following ASTM Standards.
cast Iron A 126, Class B
Galvanized Steel (Fasteners) A 307 (Steel Bolts)
A 164 (Galvanized Coating)
21.1 Pressure and Leakage Tests shall be made by the Contractor
to determine that the piping systems and connected related equipment
function properly.
21.1.1 Tests shall be performed prior to concrete incasement
of joints and prior to backfilling of pipe joints. All unperforated
piping involved in the work shall withstand actual working
hydrostatic pressures without visible leakage, except as
otherwise specified hereinafter, for such time es necessary
for complete inspection of the line being tested, but in no
case less than 2 hours.
21.1.2 Temporary or permanent thrust blocks shell be placed
as required prior to tests and welded joints shall remain
exposed to provide visible check for possible leakage of the
system. Portions of the concrete incasement as detailed in
the contract drawings may tz used as thrust blocks.
21.2 Coated Welded Steel Pipe shall be tested at 150 psi.
21,3 Galvanized Steel Pipe shall be tested at 125 psi.
21.4 Asbestos Cement Pipe shall be tested at 100 psi.
22. FLIJSHING
All pipe shall be thoroughly flushed clean of all foreign
material following construction using clean water to be provided by
the Contractor. Flushing procedures shall be subject to the approval
of the Engineer.
14-14
23. ACCEPTANCE TESTS
Acceptance tests shall be performed following installation
and shall demonstrate to the satisfaction of the Engineer complete
compliance with all general and detailed specification requirements
including all valves, operators, and accessories specified herein
under manual control.
24. TESTING RESPONSIBILITY
The Contractor shall do all work end furnish gauges, and all
other instruments, materials and equipment necessary to complete
the required operational tests as specified. Contractor shall do
all excavation and other work required to locate and repair leaks
end other defects which may develop under tests; and shall replace
any coating, painting, backfill, or other permanent work removed in
locating or repairing leaks.
25. TOOLS AND SPARE PARTS
Tools and spare parts necessary and normally supplied for the
maintenance end adjustment of the valves and other manufactured
equipment herein specified shall be furnished.
26 SERVICE AND INSTRUCTION
The Contractor shall procure the services of an engineer
representative of the manufacturer for each item of manufactured
equipment specified herein and arrange for his presence for supervision
during installation. He shall be present following erection and
during acceptance tests as necessary for proper supervision and
adjustment to satisfy specification requirements. Instructions for
maintenance and operation of equipment furnished shall be provided
by comprehensive written form in duplicate. Iin addition, the
manufacturer of each unit or system shzll provide adequate field
instruction for operating personnel at a time convenient to the
Owner.
27. REPLACEMENT OF DEFECTIVE MATERIAL
The Contractor shall repair or replace without cost to the
Owner, all materials or equipment discovered to have defects within
a period of one year after the material or equipment is placed in
use, provided, however, that such period shall not exceed 18 months
after the date of the complete delivery of all matter or equipment.
28. GUARANTY
The following equipment furnished under this section of the speci-
fications shall be guaranteed for a period of one year from the
date of acceptance thereof, either for beneficial use or final acceptance, whichever is earlier, against defective materials, design, and workmanship:
14-15
V?.lVeS
operators
Accessories
Upon receipt of notice from the Owner of failure of any part of the
guaranteed equipment during the guaranty period, new replacement
parts shall be furnished and installed promptly by the Contractor
at no additional cost to the Owner.
14-16