2002-04 Technical Specification Manual1
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TECHNICAL SPECIFICATION MANUAL
FOR
SITE GRADING, SANITARY SEWER, WATERMAIN, STORM SEWER
& PAVING IMPROVEMENTS
OPPIDAN INVESTMENT COMPANY.
ALBERTVILLE CROSSING
ALBERTVILLE, MINNESOTA
JOHN OLIVER & ASSOCIATES, INC.
580 DODGE AVENUE
ELK RIVER, MINNESOTA 55330
(763) 441-2072
File: 7701.30-03
APRIL, 2002
MiNNESOTA DEPARTMENT OF HEALTH
t) vision of Envirortnental Health
1rjis is to certify that this is a copy of the
plan referred to in approval letter on wated
improvements, datad � �°, 0 6 ZO_
I hereby certify that this plan,
specification or report was prepared
by me or under my direct supervision
and that I am a duly Licensed
Professional Engineer under State
of Minnesota Statutes Sections
326.02 to 326.16.
Todd McLouth
Date: April 18, 2002 Reg. No. 20383
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GENERAL INDEX
TITLE SHEET
GENERAL INDEX
INFORMATION FOR BIDDERS
SECTION 02010
SUBSURFACE INVESTIGATION
SECTION 02101
EROSION CONTROL
SECTION 02200
EARTHWORK
SECTION 02223
BACKFILLING FOR UTILITIES
SECTION 02512
ASPHALTIC CONCRETE PAVING
SECTION 02514
PORTLAND CEMENT CONCRETE WALKS, CURBS AND GUTTERS
SECTION 02665
WATER SYSTEM
SECTION 02720
STORM SEWAGE SYSTEM
SECTION 02730
SANITARY SEWAGE SYSTEM
r
APPENDIX "A"
JOINT POWERS
WATER BOARD STANDARD REQUIREMENTS FOR DESIGN AND
CONSTRUCTION OF WATERMAIN - FEBRUARY 1998
A it �iE50TA DEPARTMENT OF HEALTH
D ylsien of ElvirOnrrent,al Health
Vis s k +o certiry t4ct this is a copy of the
plan referred to in approval letter on water.
Improvements, dated a 6 Z02
INFORMATION FOR BIDDERS
IB-01 BIDDING PROCESS
The request for bids on this project, issuance of contract documents, receipt of bids, award of bids
and any other part of the bidding process will be established by the Owner and/or the General
Contractor.
IB-02 BIDDING DOCUMENTS
The following documents are available for bidders:
This Technical Specification Manual
Final Grading Plan, Final Utility Plan, Site Plan, and Landscape Plan
Geotechnical Exploration Study by Independent Testing Technologies (Available on request
from the Owner or General Contractor)
IB-03 OWNER
The Owner and Owner's representatives are: Dennis Crowe
Oppidan Investment Company
5125 County Road 101
Suite 100
Minnetonka, MN 55345
952-294-0353 (Telephone)
952-294-0151 (Facsimile)
IB-04 DESCRIPTION OF PROJECT
This project consists of construction of site grading, watermains, sanitary sewers, storm sewer,
pavement construction and turf restoration for the proposed ALBERTVILLE CROSSING
development in Albertville, Minnesota.
The various items of work are described as follows:
Site Grading
• Stripping topsoil and other materials unsuitable for foundation purposes.
• Recompaction of existing materials as necessary. .
• Replacing unsuitable materials and constructing embankments with materials mined
from onsite and replacing mined materials with unsuitable materials.
• Constructing subgrades for pavement and building pad areas.
• Installing and maintaining erosion control measures and temporary erosion and siltation
control devices.
Sanitary Sewer
• Onsite gravity pipe system.
I13-1 of 2
SECTION 02010
SUBSURFACE INVESTIGATION
PART GENERAL
1.01 INVESTIGATION REPORT
A. A soil and subsurface investigation was conducted at the site, the results of which are
to be found in a report from Independent Testing Technologies dated March 1,1.999.
B. A copy of the report is available on request from the Owner or General Contractor
C. The soil and subsurface investigation report is not apart of the Contract Documents,.
but is included for information regarding the existing soil composition.- The
Contractor is to assume responsibility for correcting any subsurface conditions for
which recommendations are contained in the soil reports.
PART 2 PRODUCTS
NOT USED
PART 3 EXECUTION
NOT USED
END OF SECTION
02010-1
M
SECTION 02101
EROSION CONTROL
PART GENERAL
1.01 SECTION INCLUDES
A. Erosion Control requirements
1.02 RELATED SECTIONS
A. Earthwork
B. Bituminous Paving
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
1.03 REGULATORY REQUIREMENTS
A. The Contractor shall conform to all federal, state, and local laws and regulations
governing the disposal of al material offsite
PART 2 PRODUCTS
2.01 Materials
A. Prefabricated silt fence: Silt fence shall conform to Mn/Dot Spec 3886.2, B.
B. Bale checks: Bale checks shall conform to Mn/DOT Spec. 3882.2 Type 1.
PART 3 EXECUTION
3.01 EROSION CONTROL
A. The Contractor shall employ erosion control methods in accordance with Mn/Dot
Spec. 1803.5, and 2573.
02101-1
IB. Erosion Control Sequencing
' 1. Silt fence and or straw bale checks shall be placed according to plan locations
and details and at all perimeter areas where surface runoff leaves the site or in
areas of concentrated flow. All silt fence and or straw bales shall be constructed
' before construction begins, except where they are installed within the proposed
construction area.
2. Install other erosion control devices and/or seeding in proposed construction
areas within 48 hours of completion of the grading within an area.
' C. All temporary stockpiled soil material shall be secured against wind and water
erosion.
D. Interim erosion control methods employed for the protection of the work shall be
included in the Contractors Bid whether or not shown on the plan. The Contractor
may be required to remove and replace sections of erosion control measures as part
' of the ordinary part of construction.
E. The Contractor shall maintain all erosion control measures until such time the soil
' has been stabilized by vegetation.
END OF SECTION
02101-2
SECTION 02200
EARTHWORK
PART GENERAL
1.01 SECTION INCLUDES
A. Finish grading:
1. Finish grade subsoil in non -landscaped areas
2. Compact subsoil (paved areas)
3. Finish grade topsoil in landscaped areas
B. Site embankments
C. Turf Establishment
D. Compaction
E. Testing
1.02 RELATED SECTIONS
A. Backfilling for Utilities
B. Bituminous Paving
C. Portland Cement Concrete Paving
D. Portland Cement Concrete Walks, Curbs and Gutters
E. Drainage and Storm Sewer System
F. Sanitary Sewer System
1.03 REFERENCES
A. Divisions II and III Minnesota Department ofTransportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
1.04 REGULATORY REQUIREMENTS
A. The Contractor shall conform to all federal, state, and local laws and regulations
governing the grading of the site.
1.05 TESTING
A. The following tests or approvals shall be performed:
02200-1
1. Inspection and approval of subgrade material exposed to view after stripping,
removal and grading as required by this Specification have been performed and
prior to placing fill material.
2. Approval by the testing laboratory of material to be used as site fill.
3. Approval by the testing laboratory of material to be used as building backfill.
4. Field density tests of Engineered fill under walks, drives, pavements, structural
slabs, curbs and gutters.
1.06 PROTECTION
A. Identify required lines, levels, contours, and datum.
B. Identify known underground, above ground, and aerial utilities. Stake and flag
locations. Before any construction begins the contractor shall be responsible to
contact Gopher One Call to locate, flag and identify all utilities in the field.
C. Notify utility companies and city to remove and/or relocate utilities indicated.
D. Protect above and below grade utilities which are to remain.
E. Protect plant life, lawns and other features remaining as a portion of final
landscaping.
F. Protect bench marks, existing structures, fences, sidewalk, paving and curbs not
removed as part of the site demolition.
G. Protect excavations by sloping excavation sides, shoring, bracing, sheetpiling,
underpinning, or other methods required to prevent cave-in or loose soil from falling
into excavation.
1.07 SUBSURFACE CONDITIONS
A. The Geotechnical Engineer's report is available on request from the Owner or
General Contractor for informational purposes only. The results of borings are
representative of those locations only and are not intended to represent conditions
that may occur elsewhere on the site.
02200-2
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PART PRODUCTS
'
2.01 MATERIALS
A.
Topsoil: Reused.
B.
Select Granular Backfill: Select mineral soil in compliance liance with Mn/DOT
g p
3149.2,13.
C.
Granular Backfill: Offsite borrow mineral soil in general compliance with Mn/DOT
g p
3149.2, D, free of rocks larger than three inches.
D.
Common Backfill: On -site excavated soil free f o roots, stumps, rubbish, frozen
material, organic and other similar materials whose presence in the backfill would
cause excessive settlement. Acceptable soils shall meet ASTM D2487 designations
for GW, SW, GP, SP, GM, SM, GC, and SC soils. All materials will be approved
by the Geotechnical Engineer.
E.
Seed Mixtures:
Mn/DOT Specification 3876
Mixture 60B
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F.
Mulch: Mn/DOT Spec. 3882, Type 1.
1 PART 3 EXECUTION
3.01 GENERAL
A. Protection of Surface Structures:
1 1. All surface structures and features located outside the permissible excavation
limits for underground installations, together with those within the construction
areas which are indicated in the Plans as being saved', shall be properly protected
against damage and shall not be disturbed or removed without approval of the
General Contractor. Within the construction limits, as required, the removal of
1 improvements such as paving, curbing, walks, turf, etc., shall be subject to
acceptable replacement after completion of underground work, with all expense
of removal and replacement being borne by the Contractor to the extent that
separate compensation is not specifically provided for in the contract.
In the event of damage to any surface improvements, either privately or publicly
owned, in the absence of construction necessity, the Contractor will be required
02200-3
to replace or repair the damaged property to the satisfaction of the Owner.
2. Obstructions such as street signs, guard posts, small culverts, and other items of
prefabricated construction may be temporarily removed during construction
provided that essential service is maintained in a relocated setting and that
' nonessential items are properly stored for the duration of construction. Upon
completion of the underground work, all such items shall be replaced in their
proper setting at the sole expense of the Contractor.
B. Interference of Underground Structures:
1.
When any underground structure interferes with the plan placement of the
pipeline or appurtenances to such an extent that alterations in the work are
necessary to eliminate the conflict or avoid endangering effects on either the
existing or proposed facilities, the Contractor shall immediately notify the
Owner of the affected structure. When any existing facilities are endangered,
work shall cease at the site and such precautions shall be taken as may be
necessary to protect the in place structure until a decision is made as to how the
conflict will be resolved.
2.
Without specific authorization from the Owner, no essential utility service shall
be disrupted, nor shall any change be made in either the existing structures or the
planned installations to overcome the interference.
3.
Alterations in existing facilities will be allowed only to the extent that service
will not be curtailed unavoidably and then only when the encroachment or
relocation will satisfy all applicable regulations and conditions.
4.
Wherever alterations are required as a result of unforeseen underground
interferences not due to any fault or negligence of the Contractor, the Owner
'
will issue a written order covering any additional or extra work involved and
specifying the revised basis of payment, if any. Any alterations made strictly for
the convenience of the Contractor, shall be subject to prior approval and shall
be at the Contractor's expense.
5.
No extra compensation will be allowed for delays caused by the interference of
underground structures.
3.02 PREPARATION
A. Identify and verify required lines, levels, contours and datum.
IB. Before beginning construction each affected utility shall be notified and informed of
02200-4
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1 the construction schedule.
IC. Identify known below -grade utilities. Each affected utility shall locate in the field
their respective utilities before excavation.
D. Identify and flag above grade utilities.
E. Upon discovery of unknown utility or concealed conditions, discontinue affected
work; notify Owner.
3.03 FIELD QUALITY CONTROL
' A. Field inspection will be performed.
tB. Provide for visual inspection of bearing surfaces.
' C. Oversizing excavation and backfilling will be observed by the Geotechnical
Engineer. A 48-hour notice of the schedule is required for individual tasks.
3.04 PROTECTION
A.
Protect excavations by methods required to prevent cave in or loose soil from falling
into excavation.
B.
Protect bottom of excavations and soil adjacent to and beneath foundation from
freezing.
C.
Protect bench marks, existing structures, fences, sidewalk, paving and curbs from
excavation equipment and vehicular traffic.
'
D.
Grade excavation top perimeter to prevent surface water run-off into excavation.
3.05 GENERAL EXCAVATION/EMBANKMENT
A.
All excavation and backfilling shall be made to the proper line and grade and in a
manner that will ensure the final grades be as shown on the plans.
B.
All road or parking areas shall be subcut to an elevation that will allow the placement
of the crushed rock base and bituminous pavement. All seeded or sodded areas shall
'
be subcut to an elevation that will allow the placement of topsoil.
C.
The placement of embankment materials for structures or paved areas shall be made
in maximum lifts of 8 inches.
02200-5
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D. The moisture content of embankment materials shall be carefully controlled to obtain
optimum compaction characteristics. This shall be accomplished by adding moisture
to soils that are below optimum moisture or by placing soil in thin layers on a
horizontal surface and disked and dried during warm weather before final placements
fill material. All fill material shall be within 5 percent +/- of optimum moisture
content when placed. All fill material with a moisture content greater than 5 percent
above optimum shall be spread in thin layers and disked and dried before final
placement and compaction as fill. Excavate subsoil required to accommodate
building foundations, slabs -on -grade, paving and construction operations.
E. Machine slope banks to angle of repose or less, until shored.
F. Excavation cut not to interfere with normal 45 degree bearing splay of foundation.
G. Grade top perimeter of excavation to prevent surface water from draining into
excavation.
H. Give timely notice to testing laboratory for observation of bearing surfaces upon
completion of excavation.
I. Secure stockpiles from sediment transport by encircling with silt fence.
3.06 TOLERANCES OF SUBGRADE
A. Top Surface of Subgrade: Plus or minus 0.1 feet.
3.07 PLACING TOPSOIL
A. Scarify subgrade to depth of 3 inches where topsoil is scheduled. Scarify in areas
where equipment used for hauling and spreading topsoil has compacted subsoil.
B. Place topsoil uniform thickness of a minimum of 4 inches in areas where seeding or
sodding is to be done.
C. Fine grade topsoil eliminating rough or low areas. Maintain levels, profiles, and
contours of subgrade.
D. Remove stone, roots, grass, weeds, debris, and foreign material while spreading.
E. Leave stockpile area and site clean and raked, ready to receive landscaping.
02200-6
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3.08 COMPACTION
A. All compaction efforts shall obtain the following percentages of maximum dry
density in accordance with the Modified Proctor procedures.
1. Fill used between 0 and 3 feet below paved areas. shall be compacted to a
minimum of 98% of the Modified Proctor density.
2. Fill used below 3 feet under paved areas shall be compacted to a minimum of
95% of Modified Proctor density.
3. Compaction of all fill under building shall be compacted to 100% Modified
Proctor Density.
4. All other areas shall be compacted to 95% of Modified Proctor density.
B. Proof rolling will be required on the finished subgrade of all paved areas. Proof
rolling shall consist of driving loaded a tandem axle dump truck or loaded large front
end loader over subgrade. Proof roll shall be directed by the Geotechnical Engineer.
' Any deflection of two inches or greater shall be considered a failure. Subgrade will
have to be corrected so that deflection is less than two inches.
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3.09 TURF RESTORATION
A. Seeding Areas
1. Seed mixture shall be Mn/DOT 60B at a rate of 100 pounds per acre.
2. The seeding shall not be done until the Engineer has inspected the area and
approved the subgrade preparation and topsoil materials.
3. If so directed by the Engineer, the Contractor shall reseed at his cost any area on
which the original seed has failed to grow, using the type of seed directed by the
Engineer.
4. No fertilizer will be applied.
5. Type 1 mulch shall be applied to all seeded areas.
6. All seeding and mulching shall be done within 5 days after rough grading has
been completed or as directed by regulatory agencies having jurisdiction.
END OF SECTION
02200-7
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SECTION 02223
BACKFILLING FOR UTILITIES
PART GENERAL
1.01 SECTION INCLUDES
A. Subgrade correction of utility trenches
B. Backfilling all trenching operations for utility construction.
C. Compaction requirements.
1.02 RELATED SECTIONS
A. Testing Laboratory Services
B. Earthwork.
C. Drainage and Storm Sewage System
D. Sanitary Sewer System
1.03 REFERENCES
' A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
1 apply.
B. Standard Utilities Specifications for Watermain and Service Line Installation and
Sanitary Sewer and Storm Sewer Installation, City Engineers Association of
Minnesota, 1999.
' 1.04 TESTING
A. Soil and density testing will be performed by an independent Testing Agency.
PART PRODUCTS
' 2.01 GRANULAR MATERIALS
A. Granular materials furnished for foundation, bedding, encasement, backfill, or other
purposes as may be specified shall consist of any natural or synthetic mineral
aggregate such as sand, gravel, crushed rock, crushed stone, or slag, that shall be so
' graded as to meet the gradation requirements specified herein for each particular use.
1 02223-1
1. Granular Material Gradation Classification
'
Percent Passing Material Use Designation
Sieve Size Foundation Bedding Backfill
3 Inch
'
2 Inch Common
1 Inch 100 100 Backfill
3/4Inch 85-100 90-100
'
3/8Inch 30-60 50-90
No. 4 0-10 35-80
No.10 20-65
No. 40 0-35
No. 200 0-10
2. Granular Material Use Designations
Granular materials provided for Foundation, Bedding, Encasement, or Backfill use
as required by the Contracts, either as part of the pipe item unit or as a separate
contract item, shall be classified as to use in accordance with the following:
Material Use Designation Zone Designation
Granular Foundation Placed below the bottom of pipe grade as
replacement for unsuitable or unstable soils,
to achieve better foundation support.
Granular Bedding Placed below the pipe midpoint, prior to
pipe installation, to facilitate proper shaping
'
and achieve uniform pipe support.
Backfill Place above bedding.
In each case above, unless otherwise indicated the lower limits of any particular zone
shall be the top surface to the next lower course as constructed. The upper limits of
'
each zone are established to define variable needs for material gradation and
compaction or void content, taking into consideration the sequence of construction
and other conditions. The material use and zone designations described above shall
'
only serve to fulfill the objectives and shall not be construed to restrict the use of any
particular material in other zones where the gradation requirements are met.
2.02 COMMON FILL MATERIALS
I
A. Subsoil: Reused; free of gravel larger than 3-inch size, and debris.
1
02223-2
PART 3 EXECUTION
3.01 PIPELINE BACKFILLING OPERATIONS
A. In accordance with Mn/DOT 2451 and Section 02200 of this manual.
3.02 FIELD QUALITY CONTROL
A. Compaction testing will be performed by an independent Testing Agency.
B. Observation and testing of trench bottoms shall be made as the work progresses.
C. If tests indicate work does not meet specified requirements, remove work, replace
and retest at no cost to Owner.
END OF SECTION
02223-3
SECTION 02512
BITUMINOUS PAVING
PART GENERAL
1.01 SECTION INCLUDES
A. Hot mix bituminous placement
B. Gravel Base placement
1.02 RELATED SECTIONS
A. Earthwork
B. Portland Cement Concrete Walks, Curb and Gutters: Curbs
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
1.04 SUBMITTALS
A. Submittals required are:
1. Gradation for Aggregate Base.
2. Design Mix: Submit Mn/DOT certified formula for bituminous pavements.
1.05 QUALITY ASSURANCE
A. Mixing Plant: Conform to Mn/DOT standards.
i
B. Obtain materials from same source throughout.
1.06 TESTS
A. Analysis of Gravel Base and bituminous mix will be performed by an independent
testing laboratory.
02512-1
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IPART 2 PRODUCTS
' 2.01 MATERIALS
A. Select Granular Borrow: Mn/DOT Spec. 3149.
B. Class 5 Gravel Base: Mn/DOT Spec. 3138, recycled or virgin materials.
C. Bituminous Non -Wear Course: Mn/Dot Spec. 2350.
D. Bituminous Wearing Course: Mn/Dot Spec. 2350.
PART 3 EXECUTION
3.01 COMPACTION REQUIREMENTS
A. Subgrade soils from 0 to 3 feet below subgrade shall be compacted to 98% of
maximum Modified Proctor density at not less than 95% or more than 105% of
optimum moisture content.
' B. Select Granular Borrow and Aggregate Base Course shall be compacted to not less
than 100% of maximum Modified Proctor density. Using conventional rolling
equipment, moisture content shall not be less than 95% nor more than 105% of
optimum moisture content.
IC. Asphalt wearing and base courses shall be compacted by the Ordinary Compaction
Method. Pavement smoothness shall be waived for this project.
3.02 SUBGRADE PREPARATION
A. In accordance with Mn/DOT Spec. 2112.
3.03 SELECT GRANULAR BORROW CONSTRUCTION
A. In accordance with Mn/DOT Spec. 2105.
i
3.04 AGGREGATE BASE CONSTRUCTION
A. Construct over the compacted subgrade or Select Granular Borrow in accordance
'
with Mn/Dot Spec 2211.
3.05 BITUMINOUS NON -WEAR AND WEAR COURSES
'
A. In accordance with Mn/DOT Spec. 2350.
u
02512-2
1
B. Bituminous non -wear course shall be mixture type LV3 non -wearing course,
LVNW35030A.
C. Bituminous wear course shall be mixture type LV3 wearing course, LVWE 35030A.
3.06 TESTS AND SAMPLES
A. Compaction testing and samples provided as follows:
1. Aggregate Base gradation before construction to verify compliance of the
supplier, and during construction based on field observations.
B. Should the samples fail the tests, corrections as required to comply with this
Specification shall be made.
C. The surface from which samples are taken shall be restored not later than the next
succeeding day of plant operation.
3.07 ADJUSTMENT OF STRUCTURES
A. All manholes, valve boxes and other structures within the pavement areas shall be
adjusted to 0.05 feet below the adjacent finished surface.
B. Fixtures shall be adjusted to finish grade before the final lift of pavement is placed
adjacent to the fixture.
END OF SECTION
02512-3
SECTION 02514
PORTLAND CEMENT CONCRETE
WALKS, CURBS AND GUTTERS
PART GENERAL
1.01 SECTION INCLUDES
A. Curbs and gutters
B. Surface finish
C. Curing
1.02 RELATED WORK
A. Earthwork
B. Asphaltic Concrete Paving
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
1.04 TESTS
A. Two sets of concrete test cylinders, in accordance with ASTM C31, will be taken
each day concrete is placed.
B. One slump test will be taken for each set of test cylinders taken.
C. One air content test, in accordance with ASTM C231, shall be taken for each set of
test cylinders taken. Air content shall be maintained within the range of four to seven
percent.
1.05 SIDEWALKS AND PEDESTRIAN RAMPS
A. See Architectural Specification for Sidewalks and Pedestrian Ramp Locations.
PART PRODUCTS
2.01 CONCRETE MATERIALS
A. For curbing using manual placement use Concrete Mix No. 3A32 per Mn/DOT
Specification 2461.
02514-1
1
' B. For curbing using slip form placement use Concrete Mix No. 3A22 per Mn/DOT
Spec. 2461.
' 2.02 OTHER MATERIALS
A. Curing Compound shall conform to Mn/DOT Spec 3754.
' PART 3 EXECUTION
1 3.01 CURB WITH AND WITHOUT GUTTER
A. In accordance with Mn/DOT Spec 2531, except joint filler is not required.
3.02 CONCRETE CURING AND PROTECTION
'
A. After the finishing operations have been completed and as soon as the set of the
concrete permits, the concrete shall be cured for a minimum of 72 hours. All
surfaces exposed to air at the time of cure shall be coated with membrane curing
'
compound. Apply the curing compound in accordance with the manufacturer's
instructions and Mn/Dot Spec. 2301.3,M. During cold weather the Contractor shall
protect the concrete from frost damage prior to and throughout the duration of the
'
cure.
3.03 FIELD QUALITY CONTROL
A. Field inspection and testing will be performed under provisions of Section 01410.
iB.
Maintain records of placed concrete items. Record date, location of pour, quantity,
air temperature and test samples taken.
END OF SECTION
IF
02514-2
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r,
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SECTION 02665
WATER SYSTEM
PART GENERAL
1.01 SECTION INCLUDES
A. All aspects of construction of the water system outside of the proposed buildings.
1.02 GOVERNING SPECIFICATIONS
A. Construction of the water system is in accordance with the Joint Powers Water
Board, Standard Requirements for Design and Construction. of Watermain. A copy
is included in Appendix A.
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
1.04 REGULATORY REQUIREMENTS
A. The Contractor shall conform to all federal, state, and local laws and regulations
governing the grading of the site.
1.05 TESTING
A. The following tests or approvals shall be performed:
1. Inspection and approval of subgrade material exposed to view after stripping,
removal and grading as required by this Specification have been performed and
prior to placing fill material. `
2. Approval by the testing laboratory of material to be used as site fill.
3. Approval by the testing laboratory of material to be used as building backfill.
4. Field density tests of Engineered fill under walks, drives, pavements, structural
slabs, curbs and gutters.
02665-1
0
' 1.06 PROTECTION
A. Identify required lines, levels, contours, and datum.
B. Identify known underground, above ground, and aerial utilities. Stake and flag
' locations. Before any construction begins the contractor shall be responsible to
contact Gopher One Call to locate, flag and identify all utilities in the field.
C. Notify utility companies and city to remove and/or relocate utilities indicated.
' D. Protect above and below grade utilities which are to remain.
E. Protect plant life, lawns and other features remaining as a portion of final
' landscaping.
F. Protect bench marks, existing structures, fences, sidewalk, paving and curbs not
' removed as part of the site demolition.
G. Protect excavations by sloping excavation sides, shoring, bracing, sheetpiling,
underpinning, or other methods required to prevent cave-in or loose soil from falling
into excavation.
' 1.07 SUBSURFACE CONDITIONS
A. The Geotechnical Engineer's report is available on request from the Owner or
General Contractor for informational purposes only. The results of borings are
representative of those locations only and are not intended to represent conditions
that may occur elsewhere on the site.
PART PRODUCTS
t2.01
MATERIALS
A. Topsoil: Reused.
B. Select Granular Backfill: Select mineral soil in general compliance with Mn/DOT
'
3149.2,B.
C. Granular Backfill: Offsite borrow mineral soil in general compliance with Mn/DOT
3149.2, D, free of rocks larger than three inches.
D. Common Backfill: On -site excavated soil free of roots, stumps, rubbish, frozen
material, organic and other similar materials whose presence in the backfill would
02665-2
cause excessive settlement. Acceptable soils shall meet ASTM D2487 designations
for GW, SW, GP, SP, GM, SM, GC, and SC soils. All materials will be approved
' by the Geotechnical Engineer.
E. Seed Mixtures:
' Mn/DOT Specification. 3876
Mixture 60B
' F. Mulch: Mn/DOT S ecificaiton 3882 Type 1.
P � Yp
PART 3 EXECUTION
' 3.01 GENERAL
A. Protection of Surface Structures:
1. All surface structures and features located outside the permissible excavation
limits for underground installations, together with those within the construction
areas which are indicated in the Plans as being saved, shall be properly protected
against damage and shall not be disturbed or removed without approval of the
General Contractor. Within the construction limits, as required, the removal of
1 improvements such as paving, curbing, walks, turf, etc., shall be subject to
acceptable replacement after completion of underground work, with all expense
of removal and replacement being borne by the Contractor to the extent that
' separate compensation is not specifically provided for in the contract.
In the event of damage to any surface improvements, either privately or publicly
' owned, in the absence of construction necessity, the Contractor will be required
to replace or repair the damaged property to the satisfaction of the Owner.
2. Obstructions such as street signs, guard posts, small culverts, and other items of
prefabricated construction may be temporarily removed during construction
i
' provided that essential service is maintained in a relocated setting and that
nonessential items are properly stored for the duration of construction. Upon
completion of the underground work, all such items shall be replaced in their
proper setting at the sole expense of the Contractor.
B. Interference of Underground Structures:
t1. When any underground structure interferes with the plan placement of the
pipeline or appurtenances to such an extent that alterations in the work are
' necessary to eliminate the conflict or avoid endangering effects on either the
02665-3
' existing or proposed facilities, the Contractor shall immediately notify the
Owner of the affected structure. When any existing facilities are endangered,
work shall cease at the site and such precautions shall be taken as may be
necessary to protect the in place structure until a decision is made as to how the
conflict will be resolved.
2. Without specific authorization from the Owner, no essential utility service shall
be disrupted, nor shall any change be made in either the existing structures or the
' planned installations to overcome the interference.
3. Alterations in existing facilities will be allowed only to the extent that service
will not be curtailed unavoidably and then only when the encroachment or
relocation will satisfy all applicable regulations and conditions.
' 4. Wherever alterations are required as a result of unforeseen underground
interferences not due to any fault or negligence of the Contractor, the Owner
will issue a written order covering any additional or extra work involved and
specifying the revised basis of payment, if any. Any alterations made strictly for
the convenience of the Contractor, shall be subject to prior approval and shall
' beat the Contractor's expense.
5. No extra compensation will be allowed for delays caused by the interference of
' underground structures.
3.02 PREPARATION
1 A. Identify and verify required lines, levels, contours and datum.
' B. Before beginning construction each affected utility shall be notified and informed of
the construction schedule.
C. Identify known below -grade utilities. Each affected utility shall locate in the field
their respective utilities before excavation.
' D. Identify and flag above grade utilities.
O E. Upon discovery of unknown utility or concealed conditions, discontinue affected
work; notify Owner.
1 3.03 FIELD QUALITY CONTROL
A. Field inspection will be performed.
02665-4
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B. Provide for visual inspection of bearing surfaces.
C. Oversizing excavation and backfilling will be observed by the Geotechnical
Engineer. A 48-hour notice of the schedule is required for individual tasks.
3.04 PROTECTION
A. Protect excavations by methods required to prevent cave in or loose soil from falling
into excavation.
B. Protect bottom of excavations and soil adjacent to and beneath foundation from
freezing.
C. Protect bench marks, existing structures, fences, sidewalk, paving and curbs from
excavation equipment and vehicular traffic.
D. Grade excavation top perimeter to prevent surface water run-off into excavation.
3.05 GENERAL EXCAVATION/EMBANKMENT
A. All excavation and backfilling shall be made to the proper line and grade and in a
manner that will ensure the final grades be as shown on the plans.
B. All road or parking areas shall be subcut to an elevation that will allow the placement
of the crushed rock base and bituminous pavement. All seeded or sodded areas shall
be subcut to an elevation that will allow the placement of topsoil.
C. The placement of embankment materials for structures or paved areas shall be made
in maximum lifts of 8 inches.
D. The moisture content of embankment materials shall be carefully controlled to obtain
optimum compaction characteristics. This shall be accomplished by adding moisture
to soils that are below optimum moisture or by placing soil in thin layers on a
horizontal surface and disked and dried during warm weather before final placements
fill material. All fill material shall be within 5 percent +/- of optimum moisture
content when placed. All fill material with a moisture content greater than 5 percent
above optimum shall be spread in thin layers and disked and dried before final
placement and compaction as fill. Excavate subsoil required to accommodate
building foundations, slabs -on -grade, paving and construction operations.
E. Machine slope banks to angle of repose or less, until shored.
02665-5
U
IF. Excavation cut not to interfere with normal 45 degree bearing splay of foundation.
G. Grade top perimeter of excavation to prevent surface water from draining into
excavation.
H. Give timely notice to testing laboratory for observation of bearing surfaces upon
completion of excavation.
' I. Secure stockpiles from sediment transport by encircling with silt fence.
3.06 TOLERANCES OF SUBGRADE
' A. Top Surface of Subgrade: Plus or minus 0.1 fee
t.
' 3.07 PLACING TOPSOIL
' A. Scarify subgrade to depth of 3 inches where topsoil is scheduled. Scarify in areas
where equipment used for hauling and spreading topsoil has compacted subsoil.
I
B. Place topsoil uniform thickness of a minimum of 4 inches in areas where seeding or
sodding is to be done.
IC. Fine grade topsoil eliminating rough or low areas. Maintain levels, profiles, and
contours of subgrade.
' D. Remove stone, roots, grass, weeds, debris, and foreign material while spreading.
E. Leave stockpile area and site clean and raked, ready to receive landscaping.
' 3.08 COMPACTION
' A. All compaction efforts shall obtain the following percentages of maximum dry
density in accordance with the Modified Proctor procedures.
' 1. Fill used between 0 and 3 feet below paved areas shall be compacted to a
minimum of 98% of the Modified Proctor density.
' 2. Fill used below 3 feet under paved areas shall be compacted to a minimum of
98% of Modified Proctor density.
' 3. Compaction of all fill under building shall be compacted to 100% Modified
Proctor Density.
1 02665
' 4. All other areas shall be compacted to 95% of Modified Proctor density.
' B. Proof rolling will be required on the finished subgrade of all paved areas. Proof
rolling shall consist of driving loaded a tandem axle dump truck or loaded large front
end loader over subgrade. Proof roll shall be directed by the Geotechnical Engineer.
Any deflection of two inches or greater shall be considered a failure. Subgrade will
have to be corrected so that deflection is less than two inches.
3.09 TURF RESTORATION
A. Seeding:
1. Seed mixture shall be Mn/DOT 60B.
2. The seeding shall not be done until the Engineer has inspected the area and
approved the subgrade preparation and topsoil materials.
3. If so directed by the Engineer, the Contractor shall reseed at his cost any area on
which the original seed has failed to grow, using the type of seed directed by the
Engineer.
4. No fertilizer will be applied.
5. Type 1 mulch shall be applied to all seeded areas.
6. All seeding and mulching shall be done within 5 days after rough grading has
been completed or as directed by regulatory agencies having jurisdiction.
END OF SECTION
02665-7
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SECTION 02720
STORM SEWER SYSTEM
PART GENERAL
1.01 SECTION INCLUDES
A. Storm drainage structures, piping, fittings, and accessories.
B. Excavation for trenches and structures.
C. Connection of roof drainage system from building to storm sewer system
1.02 RELATED SECTIONS
A. Earthwork.
B. Backfilling for Utilities.
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
B. Standard Utilities Specifications for Water -main and Service Line Installation and
Sanitary Sewer and Storm Sewer Installation, 1999, City Engineers Association of
Minnesota.
1.04 REGULATORY REQUIREMENTS
A. Conform to federal, state, local rules and regulations, governing authorities and
applicable building codes for materials and installation of the work of this Section.
1.05 SUBMITTALS
A. Submit shop drawings for pipe and structures.
PART 2 PRODUCTS
2.01 SEWER PIPE MATERIALS
A. Precast Concrete pipe in accordance with ASTM C76 with bell and spigot joints and
R4 confined rubber "O" ring gaskets.
B. High Density Polyethylene Pipe (HDPE) shall be Dual-Wall.Corrugated Polyethylene
02720-1
0
Pipe and shall conform to the requirements of AASHTOM-294 and Design 18 of the
AASHTO Standard Specifications for Highway Bridges for storm sewer pipe sizes
' 12-inch through 36-inch. Joints shall be water -tight. Pipe manufacture, water -tight
joint testing, and installation shall conform to current Mn/DOT requirements and/or
as indicated in the Plans, Specifications, and Special Provisions.
2.02 PRECAST CONCRETE MANHOLE AND CATCH BASIN SECTIONS
' A. Precast concrete riser sections and appurtenant units (grade rings, top and base slabs,
special sections, etc.) used in the construction of manhole and catch basin structures
shall conform with the requirements of ASTM C-478, subject to the following
' supplementary provisions:
' 1. The precast sections and appurtenant units shall conform to all requirements
shown on the detailed drawings.
2. Joints of manholes riser sections shall be tongue and groove with rubber "O" ring
joints. Sewer inlet and outlet pipes shall be joined to the manhole with a
gasketed, flexible, watertight connection or any watertight connection
' arrangement that allows differential settlement of the pipe and manhole wall to
take place.
E
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3. Air -entrained concrete shall be used in the production of all units. Air content
shall be maintained within the range of five to seven percent.
4. Lift holes will be permitted in precast manholes only for purposes of manhole
placement. Upon placement of the structures, all lift holes shall be properly filled
to a watertight condition.
B. Metal Sewer Castings
Metal castings for sewer structures such as manhole frames and covers, catch basin
frames, grates, and curb boxes shall conform to the requirements of ASTM A-48
(Gray Iron Castings), subject to the following supplementary provisions:
1. Casting assemblies or dimensions, details, weights, and class shall be as indicated
in the detailed drawings for the design designation specified. Unless otherwise
specified, the castings shall be class 30 or better.
2. Lid -to -frame surface on round casting assemblies shall be machine milled to
provide true bearing around the entire circumference.
02720-2
I
C. Concrete
Concrete for cast -in -place masonry construction shall be produced and furnished in
accordance with the requirements of Mn/DOT Spec. 2461. The requirements for
Grade B concrete shall be met unless otherwise specified on plans. Type 3 (air -
entrained) concrete shall be furnished and used in all structures having weather
exposure.
2.03 MANHOLE STEPS
A. Manhole steps shall be provided for all catch basins and manholes greater than three
feet in depth, including adjusting rings, as indicated in plan details. Manhole steps
shall be placed in the manhole to allow easy access to the bottom of the structure.
2.04 RIPRAP
A. Riprap shall be Class IV conforming to Mn/DOT Specification 3601.
PART 3 EXECUTION
3.01 INSTALLATION
A. Pipe: Mn/DOT Specification 2503
B. Structures: Mn/DOT Specification 2506
C. Riprap: Mn/DOT Specification 2511
END OF SECTION
02720-3
SECTION 02730
SANITARY SEWAGE SYSTEMS
PART GENERAL
1.01 SECTION INCLUDES
A. Sanitary drainage piping, fittings, and accessories
B. Connection of building sanitary drainage system to sanitary sewer
1.02 RELATED SECTIONS
A. Earthwork
B. Backfilling for Utilities
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard Specifications
for Construction, 2000 Edition and Supplemental Specifications thereto, except
English units will be used and Method Measurement and Basis of Payment do not
apply.
B. Standard Utilities Specifications for Water Main and. Service Line Installation and
Sanitary Sewer and Storm Sewer Installation, 1999 City Engineers Association of
Minnesota.
1.04 REGULATORY REQUIREMENTS
A. Conform to applicable federal, state and local regulations for materials and
installation of the work of this section.
1.05 SUBMITTALS
A. Submit shop drawings for concrete structures.
PART PRODUCTS
2.01 SEWER PIPE MATERIAL
A. Smooth walled polyvinyl chloride pipe and fittings shall conform with the
requirements of ASTM D-3034 for the size, standard dimension ratio (SDR), and
strength requirements indicated on the Plans, Specifications, and Special Provisions.
02730-1
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The grade used shall be resistant to aggressive soils or corrosive substances in
accordance with the requirements of ASTM D-543.
1. Unless otherwise specified, all pipe and fittings shall be SDR 35 and connections
shall be push -on with elastomeric gasketed joints which are bonded to the inner
wall of the gasket recess of the bell socket.
B. Fittings: Same material as pipe, molded or formed to suit pipe size and end design,
in required 'T', bends, elbows, cleanouts, reducers, traps, and other configurations
required.
' PART 3 EXECUTION
'
3.01 INSTALLATION - PIPE
A. Inspection and Handling
1. Proper and adequate implements, tools, and facilities satisfactory to the Architect
shall be provided and used for the safe and convenient prosecution of the work.
During the process of unloading, all pipe and accessories shall be inspected for
damage. All damaged material shall be clearly marked and promptly removed
from the site. All materials shall be handled carefully, as will prevent damage to
'
protective coatings, linings, and joint fillings; preclude contamination of interior
areas; and avoid jolting contact, dropping, or dumping.
i
2. All work and materials are subject to tests by the Owner at such frequency as may
be determined by the Engineer. Such tests shall be paid for by the Owner.
'
3. While suspended and before being lowered into laying position, each pipe section
and appurtenant unit shall be inspected to detect damage or unsound conditions
'
that may need corrective action or be cause for rejection. The Engineer shall be
notified of any defects discovered and the Engineer will prescribe the required
corrective actions or order rejection.
'
4. Immediately before placement, the joint surfaces of each pipe section and fitting
shall be inspected for the presence of foreign matter, coating blisters, rough edges
or projections, and any imperfections so detected shall be corrected by cleaning,
'
trimming, or repair as needed.
' B. Pipe Laying Operations
1. Trench excavation and bedding preparations shall proceed ahead of pipe
' placement as will permit proper laying and joining of the units at the prescribed
1 02730-2
Igrade and alignment without unnecessary deviation or hindrance.
' 2. All foreign matter or dirt shall be removed from the inside of the pipe and fittings
before they are lowered into position in the trench and they shall be kept clean by
approved means during and after laying. The sewer materials shall be carefully
' lowered into laying position by the use of suitable restraining devices. Under no
circumstances shall pipe be dropped into the trench.
3. At the time of pipe placement, the bedding conditions shall be such as to provide
uniform and continuous support for the pipe between bell holes. Bell holes shall
' be excavated as necessary to make the joint connections, but they shall be no
larger than would be adequate to support the pipe throughout its length. No pipe
material shall be laid in water nor when the trench or bedding conditions are
' otherwise unsuitable or improper.
4. When placement or handling precautions prove inadequate, in the Engineer's
opinion, suitable plugs or caps effectively closing the open ends of each pipe
section shall be provided and installed before it is lowered into laying position,
and they shall remain so covered until removal is necessary for connection of an
' adjoining unit.
5. Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid
with the bell ends facing upgrade and the laying shall start on the downgrade end
and proceed upgrade. As each length of bell and spigot pipe is placed in laying
position, the spigot end shall be centered in the bell and the pipe forced home and
'
brought to correct line and grade. The pipe shall be secured in place with
approved backfill material, which shall be thoroughly compacted by tamping
around the pipe to a height of at least 12 inches above the top with hand operated
'
mechanical tamping devices or by hand. The joint areas shall remain exposed
and precautions shall be taken to prevent the soil from entering the joint space,
until the joint seal is effected. Backfill in the bell area shall be left loose.
6. Connection of pipe to existing lines or previously constructed manholes or catch
' basins shall be accomplished as shown in the Plans or as otherwise approved by
the Engineer. Where necessary to make satisfactory closure or produce the
required curvature, grade or alignment deflections at joints shall not exceed that
' which will assure tight joints and comply with any limitations recommended by
the pipe manufacturer.
' 7. Entrance of foreign matter into pipeline openings shall be prevented at all times
to the extent that suitable plugs or covering can be kept inplace over the openings
without interfering with the installation operations.
02730-3
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8. A system of dewatering wells or points shall be installed and operated to maintain
pipe trenches free of water wherever necessary or as directed by the Engineer to
meet the intent of these specifications. Unless otherwise specified in the Plans
and Specifications, such work shall be considered incidental with no additional
compensation provided therefore.
C. Connection and Assembly of Joints
1. Smooth wall and corrugated wall PVC pipe and fittings - assembled push -on
gasketed joints shall pass performance tests as listed in ASTM D-3212. Solvent
welds shall not be permitted.
D. Manhole and Catch Basin Structures
1. Manholes, catch basins, and other special access structures shall be constructed
at designated locations as required by the Plans and in accordance with any
standard detail drawings or special design requirements given therefore.
2. Unless otherwise specified or approved, manholes and catch basins shall be
constructed on a cast -in -place concrete base and the barrel riser sections, cone
section and top adjusting rings shall all be of precast concrete. All units shall be
properly fitted and sealed to form a completely watertight structure. Barrel and
cone height shall be such as to permit placement of at least two and not more than
six standard two-inch precast concrete adjusting rings immediately below the
casting assembly which shall be set in a mortar bed. Each adjusting ring shall
also be set in mortar.
3. Unless otherwise specified or approved, manholes and catch basins shall have an
inside barrel diameter at the bottom of 48 inches minimum and the inside
diameter at the top of the cone section and of all adjusting rings shall be of the
same size and shape as the casting frame. casting assemblies shall be as specified
' in the plans. Catch basin grate elevation shall be adjusted as necessary to
maintain the required dip below normal gutter grade.
H
4. The concrete cast -in -place base shall be poured on undisturbed or firmly
compacted foundation material which shall be trimmed to proper elevation. The
bottom riser section shall be set in fresh concrete or mortar and all other riser
section joints of the tongue and groove design shall be sealed with rubber
gaskets.
5. Wherever special designs so require or permit, and as otherwise may be approved
by the Engineer, the structure may be constructed with solid sewer brick or block
units or with cast -in -place concrete constructed on top of a precast concrete base.
02730-4
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A combination of cast -in -place concrete and brick or block mortar construction
may be required where it is impossible to complete the construction with standard
precast manhole sections.
6. All annular wall space surrounding the inplace sanitary sewer pipes shall be
completely filled with mortar or concrete, and the inside bottom of each manhole
and catch basin shall be shaped with fresh concrete to form free flow through
invert troughs as directed.
E. Sanitary Sewer Leakage Testing
1. All sanitary sewer lines, including service connections, shall be substantially
watertight and shall be tested for excessive leakage upon completion and before
connections are made to the service by others. Each test section of the sewer
shall be subjected to exfiltration testing by the air test method as described below.
The requirements set forth for maximum leakage shall be met as a condition for
acceptance of the sewer section represented by the test. .
F. Low Pressure Air Testing
Upon completion of the sewer and before any house services are connected to the
pipeline, after the line has been backfilled and cleaned, the Contractor shall furnish
all equipment and personnel necessary to conduct a "pipeline acceptability test" using
low pressure air. This test shall be performed for every section of pipe between two
manholes.
The pipeline shall be sealed with plug, such as manufactured by Cherne Industries,
Inc., of Hopkins, Minnesota, whose sealing length is greater than the diameter of the
pipe and constructed in such a nature that it will not require external blocking or
bracing and maintain a seal against the line's test pressure.
All wyes, tees, outlets or ends of lateral streets shall be suitably capped and braced
to withstand the internal pressures. Such caps or plugs shall be easily removable.
One plug shall be tapped for the air supply hose and the return air pressure hose. The
air supply hose, connected from the compressor to the plug shall be a throttling valve,
bleeding valve and shut off valve for control. The air pressure tap shall have a
sensitive pressure gauge, 0 to 10 psi range, protected by a gauge cock and a pressure
relief valve set at 10 psi.
In performing the test, air is added slowly to the pipeline until pressure inside the
pipeline reaches 4.0 psi. If air is added too rapidly the test accuracy will decrease
because a change in temperature also has an effect on the change in pressure. When
02730-5
17
11
the air pressure inside the pipeline reaches 4.0 psig above external hydrostatic
pressure the supply air is stopped. A time interval is allowed for the temperature
difference to stabilize before the actual test is performed. If the air pressure drops
below 3.5 psig during this time interval, more air will be supplied to the pipeline and
throttled to maintain a pressure between 3.5 psig and 4.0. psig for a minimum of two
minutes after which time the supply air will be shut off.
The portion of line being tested shall be accepted if the portion under test does not
lose air at a rate greater than 0.003 cfm per square foot in interval pipe at an average
pressure of 3.0 psig greater than any back pressure exerted by groundwater that may
be over the pipe at the time of test.
The test shall be accomplished by determining the time in minutes for the pressure
to decrease from 3.5 psig to 2.5 psig greater than the average groundwater that my
be over the pipe. That time shall not be less than the time shown for the given
diameter in the following table.
Pine Diameter in Inches Minutes
' 4 1.9
6 2.8
8 3.8
'
10
4.7
12
5.7
15
7.1
18
8.5
21
9.9
If the pipeline intersection fails to meet the requirements of the test, the Contractor
shall, at his own expense, determine the source of leakage and then repair or replace
all defective material and/or workmanship.
In determining the pressure greater than the average groundwater, the groundwater
height in feet above the pipeline must be measured.
When the water elevation has been established the height in feet above the pipeline
shall be divided by 2.31 and that pressure added to gauge pressure of test.
02730-6
A for height
table converting water
to gauge pressure is as follows:
'
Added Pressure to be
Groundwater Level Over
Applied to Gauge
Ton of Pipeline
Pressure Readings
'
1 Foot
0.43 psig
2 Feet
0.86 psig
3 Feet
1.29 psig
'
4 Feet
1.72 psig
5 Feet
2.16 psig
'
6 Feet
7 Feet
2.59 psig
3.01 psig
8 Feet
3.44 psig
'
9 Feet
10 Feet
3.87 psig
4.30
psig
Low pressure air testing shall be considered incidental to the sewer pipe installation
unless a specific payment item appears on the bid proposal.
G. DEFLECTION TESTING
The Contractor shall perform deflection testing on all PVC sewer lines after backfill
' is complete and in place for a minimum of 30 days. The maximum allowable
deflection shall be 5%.
' If the deflection test is to be run using a rigid ball or mandrel, it shall have a diameter
equal to 95% of the pipe inside diameter. The test shall be performed without
mechanical pulling devices.
' Deflection testing shall be considered incidental to the sewer pipe installation unless
a specific payment item appears on the bid proposal.
END OF SECTION
1
02730-7
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APPENDIX "A"
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INDEX
WATERMAIN
CONSTRUCTION REQUIREMENTS
Page
1. DESCRIPTION
14
2. MATERIALS
14
A.
Water Main
14
B.
Fire Hydrants
16
C.
Valves
17
D.
Water Service Pipe and Appurtenances
18
E.
Polyethylene Encasement Material
19
F.
Steel Casing Pipe
19
G.
Piling
20
H.
Granular Materials
20
I.
Insulation
21
3. CONSTRUCTION REQUIREMENTS
21
A.
Maintenance
21
B.
Work Limits
22
C.
Establishing Line and Grade
23
D.
Protection of Surface Structures
24
E.
Interference of Underground Structures
24
F.
Removal of Surface Improvements
25
G.
Excavation and Trench Preparation
26
H.
Installation of Pipe and Fittings
29
I.
Polyethylene Encasement of Pipeline
34
J.
Jack -Bore Steel Casing Pipe
34
K.
Placement of Insulation
35
L.
Water Service Installations
35
M.
Setting Valves, Hydrants, Fittings and Special
38
N.
Pipeline Backfilling Operations -
39
O.
Restoration of Surface Improvements
39
P.
Maintenance and Final Cleanup
40
SPEC-745.000
Index 3-i
745000m
4. TESTING
40
A.
Disinfection of Water Mains
40
B.
Hydrostatic Testing of Water Mains
44
C.
Electrical Conductivity Test - Ductile Iron Water Main
46
D.
Trace Wire Test - PVC Water Main
47
E.
Operational Inspection
47
5. METHOD OF MEASUREMENT
48
A.
Water Main
48
B.
Valves
48
C.
Hydrant with Valve
48
D.
Fittings
48
E.
Granular Material
50
F.
Boring
50
G.
Water Service Connection
50
H.
Service Lines
50
I.
Insulation
50
J.
Raise Valve Box
50
6. BASIS OF PAYMENT
51
A.
Water Main
51
B.
Valves
51
C.
Hydrant with Valve
51
D.
Fittings
51
E.
Granular Material
51
F.
Boring
51
G.
Water Service Connection
51
H.
Service Lines
51
I.
Insulation
52
J.
Raise Valve Box
52
SPEC-745.000 Index 3-ii 745000M
WATERMAIN
CONSTRUCTION REQUIREMENTS
1. DESCRIPTION
■ This work shall consist of the construction of the water mains, hydrants, services and other
appurtenances in accordance with the Plans and these General Requirements, except as
' modified by the Specific Requirements or the Special Provisions. All work shall comply
with the requirements of the Minnesota Department of Health, the Minnesota Plumbing
Code and all applicable codes and ordinances.
All references to Mn/DOT specifications, other specifications, standards or designations
' such as ASTM, ANSI, AWWA, shall mean the latest published edition available on the
date of advertisement for bids on the project.
1 All manufactured products shall conform in detail to such standard design drawings as may
be referenced or furnished in the contract documents. The Owner may require advance
approval of material suppliers, product design, or other unspecified details as deemed
' necessary to insure conformance to the contract documents: Where specific manufactured
products are referenced it is to indicate a product preference of the Owner. Other
manufactured products of an "equivalent" kind, type, and quality may be used if approved
' in writing by the Engineer. Product information, shop drawings or other information to
describe the product shall be submitted to the Engineer in a timely manner such that their
review does not delay the project.
At the request of the Engineer, the Contractor shall submit in writing, a list of materials
q g g,
and suppliers for approval.
' 2. MATERIALS
The materials used in this work shall be new, conforming with the requirements of the
' referenced specifications for class, kind, type, size and grade of material as specified
below and other details indicated in the contract.
' A. Water Main
PVC water main shall be used unless Ductile Iron water main has been approved
by the Joint Powers Water Board Engineer.
A. l Ductile Iron Pine: Ductile iron pipe for water mains shall be Class 52 for
pipe less than 12 inches in diameter, Class 50 for pipe 12 inches or larger
in diameter, and shall conform to the requirements of AWWA C151 (ANSI
A21.51).
ISPEC-745.000 3-1
745000m
A. La Fitting : Fittings shall be Gray Iron or Ductile Iron, manufactured
in the United States, having a minimum working pressure rating of
150 psi, and shall conform to the requirements of AWWA C110
(ANSI A21.10), Ductile -Iron and Gray -Iron Fittings or AWWA
C153 (ANSI 21.53), Ductile -Iron Compact Fittings.
A- Lb Lining and Coating: All pipe and fittings shall be furnished with
cement mortar lining meeting the requirements of AWWA C104
(ANSI A21.4) for standard thickness lining. All interior and
exterior surfaces of the pipe and fittings shall have a tar or
bituminous seal coating at least one mil thick. Spotty or thin seal
coating, or poor coating adhesion, shall be cause for rejection.
A. Lc Joints: Pipe three inches and larger in diameter shall have push -on
joints. Fittings shall have mechanical joints. The rubber gasket
shall conform to AWWA C111 (ANSI A21.11).
A. Ld Electrical Conductivity: Copper straps shall be welded or
otherwise permanently affixed to each pipe or appurtenance to
provide a positive means of conveying electricity from pipe or
fitting, to pipe or fitting. Conductive pipe gaskets may be used on
pipe to pipe connections if approved by the Engineer. Size and
method of affixing strap shall be subject to the approval of the
Engineer and shall be sufficient to meet or exceed the criteria for
conductivity testing set forth in this specification.
A.2 Polyvinyl Chloride Pipe: Polyvinyl chloride pipe (PVC) for water main
shall conform to AWWA C 900 for pipe 4" through 12" -in diameter, and
shall conform to AWWA C905 for pipe 14" or larger in diameter. All pipe
4" through 12" in diameter. shall have a minimum dimension ratio (DR) of
18 corresponding to a working pressure of 150 psi for PVC type 1120 pipe.
All pipe 14" or larger in diameter shall have a minimum dimension ration
(DR) of 25 corresponding -to a working pressure of 165 psi for PVC type
1120 pipe.
A.2.a Fittings: Fittings shall be Gray Iron or Ductile Iron, manufactured
in the United States, having a minimum working pressure rating of
150 psi, and shall conform to the requirements of AWWA C110
(ANSI A21.10), or AWWA C153 (ANSI 21.53) Ductile -Iron
Compact Fittings.
A.2.b aims: Joints in plastic pipe shall be bell -end elastomeric-gasket
type.
SPEC-745.000 3-2 745000m
A.2.c Restraints: Restraints for C900 and C905 PVC pipe shall be
Megalug Series 2000PV, Uni-Flange Series 1300, 1350, 1390 as
may apply or equal. Restraints shall be manufactured in the United
States.
A.2.d Trace Wire: Trace wire shall be installed along the top of the pipe
prior to backfilling. The wire shall be 12 gauge standard plastic
type TW or THW. Inline compression butt splice with 3M cast kit
shall be used when splicing of wire is required. Splicing shall not
be more frequent than 1 per 250 feet of piping. Wire nut splices
will not be allowed.
At each appurtenance such as a valve box or hydrant, the wire shall
be securely fastened to the metal box or hydrant on an approved
stand-off (quick bolt) readily visible. Wiring shall be connected to
the appurtenance in such a way that a low voltage circuit can be
completed without excavation of the structure.
B. Fire Hydrants
Fire hydrants shall be a 5'/ -inch Medallion as manufactured by Clow Valve
Company, or a Pacer Model WB 67-250 as manufactured by Waterous Company,
and shall conform to AWWA C502. The hydrants shall be rated for high pressure
use.
Hydrants shall be furnished in conformance with the following supplementary
requirements:
B.1 Five -inch (nominal diameter) main valve opening of the type that opens
against water pressure with a pentagonal operating nut with one -inch sides
(nominal 1.5 inches from point of pentagon to opposite side), and opening
counterclockwise (left).
B.2 Barrels shall be one piece with a traffic safety flange above finished grade.
There shall be approximately 17 -24 inches for the Clow Medallion and
approximately 21244 inches for the Waterous Pacer hydrant, from the
flange to the center of the nozzles, and wM each hydrant shall have a
mechanical joint connection at the hub end for joining a 6 ductile iron
branch pipe.
B.3 Hydrant bury depth, measured from the top of the branch pipe connection
to the finished ground line at the hydrant, shall be 8'-0" (According to
Waterous definition of "Bury"; hydrants with a bury of 8'-6" shall be
furnished).
SPEC-745.000 3 - 3 745000M
B.4 Hydrants shall have two outlet nozzles for 2-1/2 inch (I.D.) hose connection
and one outlet nozzle for 4-1/2 inch (I.D.) pumper connection. Threads
shall conform to NFPA No. 194 (ANSI B26) and shall be: hose connection
- 7-1/2 threads per inch, 3.062" nominal outside diameter (National
Standard Thread); pumper connection - 4 threads per inch, 5.750" nominal
outside diameter (National Standard Thread). Nozzle caps shall be nut type
with chain.
B.5 Hydrant operating mechanisms shall be provided with "O" ring seals
preventing entrance of moisture and shall be lubricated through an opening
in the operating nut or bonnet.
B.6 Drain holes shall be left open unless indicated otherwise, if so indicated the
hydrant shall be tagged "Pump After Use".
B.7 The Contractor shall provide the Owner with one hydrant wrench for every
ten (10) hydrants supplied or portion thereof. Cost of the wrenches shall
be incidental to the project.
B.8 Every fire hydrant shall be supplied with a Hydra Finder five foot (5')
location flag.
C. Valves
Six inch to twelve inch valves shall be resilient seated gate valves, larger than
twelve inches shall be butterfly. Tapping tees shall have resilient seated gate
valves. All valves shall be for buried service.
C.1 Butterfly Valves: Butterfly valves shall be manufactured in the United
States, and shall conform to the requirements of AWWA C504 and the
following requirements:
a. Working pressure rating of 150 psi minimum.
b. Two inch square operating nut opening counterclockwise (left).
C. Double "O" ring or split V type stem seal.
d. Traveling nut type operator permanently. sealed and lubricated.
e. Manufacturers: Dresser, Pratt, or equal.
SPEC-745.000 3-4 745000m
C.2 Gate Valves: Gate valves shall be manufactured in the United States and
shall conform to AWWA C509 for Resilient Seated Valves, and shall
comply with the following supplementary requirements:
a. Working pressure rating of 200 psi for all sizes.
b. Two inch square operating nut opening counterclockwise (left).
C. Double "O" ring stem seal, one above and below the stem seal.
d. Weather seal on bonnet cover.
e. Non -rising stem.
f. Mechanical joints.
g. Manufacturers: American, Mueller, Kennedy, or equal.
C.3 Valve Boxes: Valve boxes shall be 5-1/4" diameter shaft suitable for 7.5'
of cover over the top of the water main. Boxes shall be cast iron screw
type two piece boxes with the word "WATER" on the lid. Valve boxes
shall be manufactured in the United States. Valve boxes shall be Tyler
-- 6850 with 5-1/4" drop lid, or equal.
a. Valve Box Extension Stem: Provide each gate valve with a
teffiien stem of the s one- or two-
piece shaft, adjustable extension stem. Extension stem shall be
provided with a coupling for use with non -rising stem valves.
Extension stem shall be supported at the upper end. Length of
extension stem shall bring the top of the square wrench nut to
within six to twelve inches from the top of the valve box lid. Non -
rising extension stem shall be Mueller A-26441, or equal.
Extension stem shall be manufactured by Mueller or approved
equal.
D. Water Service Pine and Appurtenances
D.1 : Water service pipe with inside diameter larger than 2 inches shall
conform to the requirements of Ductile Iron Pipe or Polyvinyl Chloride
Pipe.
Water service pipe 1 to 2 inches inside diameter shall be Type K, seamless
copperwater tubing, soft annealed temper and conform to the requirements
of ASTM B 88.
' SPEC-745.000 3-5 745000m
D.2 Appurtenances:
a. Corporation SW: For use with flared copper service pipe, and the
inlet threaded with the standard AWWA taper thread.
b. Curb St For use with flared copper service pipe both ends,
inverted key, and Minneapolis pattern.
C. Curb Box: Minneapolis pattern base, 78"-81" stationary rod, 12
inch box adjustment from 7' to 8, lid with pentagon plug, and
1-1/4" I.D. upper section.
d. Service Saddle: Double strap bronze stainless steel type. Service
saddle shall be Cascade Style CSC-2, Smith -Blair nylon coated
Style 317.42-2-, Ford Style FS 303, or approved equal.
e. Wrenches and Keys: The Contractor shall provide the Owner with
one 3' curb box shutoff rod and pentagon key for every 20 curb
boxes supplied or portion thereof, minimum of 3. Cost of keys
shall be incidental to the project.
f.
Manufacturers:
Service
Manufacturer's Number
Appurtenance
Diamete
Mueller
McDonald
Ford
Corporation Stop
1" - 2"
H-15000
4701
F-600
Curb Stop
1" - 2"
Mark 11 Oriseal
6104
B22-333M-3/4"
H-15154
B22444M-1 "
B22-666M-1-1/2"
B22-777M-2"
Curb Box
1 "
H-10300
5614
1-1/2" - 2"
H-10300/H10344
5615
Shutoff Rod
H-10321
305
Pentagon Key
H-10325
304K
SPEC-745.000 3-6 745000m
E. Polyethylene Encasement Material
Polyethylene encasement material shall conform to AWWA C105 Type A for tube type
installation and 8 mil nominal film thickness.
F. Steel Casing Pipe
Steel casing pipe for jack -boring shall have a wall thickness of 0.375 inches for casing
pipe up to 24 inch diameter, and a wall thickness of 0.500 inches for casing pipe 26 to 32
inches in diameter.
G. PU ng
Piling shall be constructed in accordance with the provisions 'of Mn/DOT Specification
2452. Piles for pipelines shall be Treated Timber, in accordance with Mn/DOT 3471.
H. Granular Materials
Granular materials furnished for foundation, bedding, encasement, backfill or other
purposes as may be specified shall consist of any natural or synthetic mineral aggregate
such as sand, gravel, crushed rock, crushed stone, or slag, that shall be so graded as to
meet the gradation requirements specified herein for each particular use.
H.1 Granular Material Gradation Classifications: Granular materials furnished for use
in Foundation, Bedding, Encasement, or Backfill construction shall conform to the
following requirements:
Percent Passing
Sieve Size Foundation* Bedding Encasement Backfill
3 Inch
2 Inch
100
1Inch
100
100
100
3/4 Inch
85-100
90-100
90-100
3/8Inch
30-60
50-90
50-90
No.4
0-10
35-80
35-80
35-100
No.10
20-65
20-65
20-100
No.40
0-35
0-35
0-35
No.200
0-10
0-10
0-10
* 3/4" to 1-1/2" material may be used in lieu of Foundation specified
SPEC-745.000 3-7 745000rn
I.
H.2 Granular Material Use Desig an tion: Granular materials provided for Foundation,
Bedding, Encasement, or Backfill use as required by the Contract, either as part
of the pipe item work unit or as a BID item, shall be classified as to use in
accordance with the following:
Material Use Designation Zone Designatio
Granular Foundation Placed below the bottom of pipe grade as replacement for
unsuitable or unstable soils, to achieve better foundation
support.
Granular Bedding Placed below the pipe midpoint, prior to pipe installation,
to facilitate proper shaping and achieve uniform pipe
support.
Granular Encasement Placed from pipe midpoint to one foot above the top of
pipe, after pipe installation, for protection of the pipe and
to assure proper filling of voids and thorough
consolidation of backfill.
Granular Backfill Placed below subgrade, if any, as the second stage of
backfill, to minimize trench settlement and provide
support for surface improvements.
In each case above, unless otherwise indicated, the lower limits of any particular
zone shall be the top surface of the next lower course as constructed. The upper
limits of each zone are established to define variable needs for material gradation
and compaction or void content, taking into consideration the sequence of
construction and other conditions. The material use and zone designations
described above shall not be construed to restrict the use of any particular material
in other zones where the gradation requirements are met.
Irwulatio
Main insulation shall be extruded rigid board material having a maximum thermal
conductivity of 0.23 BTU/hour/square foot/degree Fahrenheit/per inch thickness, at 40OF
mean, a compressive strength of 35 psi minimum, and water absorption of 0.25 percent
by volume maximum. Insulation shall be DOW Styrofoam HI-40, Minnesota Diversified
Products Certiforam brand insulation or equal.
Unless otherwise specified in the Plans, Specifications, and Specific Requirements, board
dimensions shall measure 8 feet long, 4 feet wide, and 1-1/2 inches thick or greater.
SPEC-745.000 3-8 745"m
��,ok 0 4
A. Maintenance
Maintenance of the project site, and any other area affected by construction, shall
be in accordance with Mn/DOT specifications including Sections:
1404 Maintenance of Traffic
1514 Maintenance During Construction
1515 Control of Haul Roads
Appendix B Minnesota Manual on Uniform Traffic Control Devices
Maintenance -of streets and any detours, by-passes, equipment, stockpile, or storage
areas provided in conjunction with the project shall be required and shall be the
responsibility of the Contractor. Said maintenance shall include but not be limited
to keeping the streets free of obstacles, parked equipment, unused barricades,
blading the traveled ways, controlling the dust in the construction area and on
detours, and maintenance of all barricades and flashers.
The Contractor shall keep the portions of the project being used by public traffic,
whether it be through or local traffic, in such condition that the traffic will be
adequately accommodated at all times. The Contractor shall provide and maintain
temporary approaches, crossings, and intersections with trails, roads, streets,
businesses, parking lots, residences, garages, farms, and other abutting property
in acceptable condition.
The Contractor shall maintain essential services during the course of the project.
Essential services shall include emergency vehicles, buses, mail delivery, garbage
collection, drainage and public utility services. The Contractor shall coordinate
his work with all appropriate agencies and utility companies during construction.
During construction it shall be the Contractor's responsibility to see that all
existing drainage structures, ditches, gutters and utilities in the working area are
kept clean. Gutters shall be cleaned and free of dirt and other materials at the end
of each working day to ensure proper drainage. Bales, silt fence or other erosion
control measures acceptable to the Engineer shall be used to prevent materials from
washing into drainage ways or storm sewers.
There shall be an inspection of the sanitary sewer, storm sewer and water main
utilities prior to the start of construction. The Contractor shall notify the Engineer
24 hours in advance to aid in accomplishing this inspection. All deficiencies in
these existing systems prior to beginning construction must be immediately brought
to the attention of the Engineer.
SPEC-745.000 3-9 745000m
C.
During construction, the Contractor shall maintain the streets and control dust as
directed by the Engineer. Dust control shall be provided in the same manner to
stockpiles of topsoil, dirt, or other materials throughout the period of construction.
Payment for maintaining streets and controlling dust shall be incidental to this
project and no separate payment made unless provided for on the BID.
Work Limits
The Owner has obtained permanent and temporary easements for all construction
on private property, as shown on the plan sheets.
The remaining construction is within the right-of-way of dedicated streets. The
Contractor shall limit his operations to the street right-of-way or easement unless
he makes a separate arrangement with the landowner for the use of additional land.
B.1 Work on Existing Right -of -Ways: In the case of construction on a railroad,
state or county highway right-of-way, a permit for such construction will
be obtained by the Owner. The Contractor shall comply with all
requirements specified by the permit with respect to limits,_ safety
precautions, method of construction, etc., and shall furnish to the state or
county highway department or the railroad the required supplemental bonds
or insurance coverage's as stipulated in the permits without additional cost
to the Owner.
Establishing Line and Grade
The primary line and grade will be established by the Engineer. Line and grade
stakes will be set parallel to the proposed pipeline at an appropriate offset and
interval as will serve the Contractor's operations wherever practical; at each
change in line or grade; and as needed for pipeline appurtenances and service lines.
The Contractor shall arrange his operations to avoid unri cessary interference with
the establishment of the primary line and _grade stakes; and shall render whatever
assistance may be required by the Engineer to accomplish the staking. The
Contractor shall be responsible for preservation of the primary stakes and. shall
bear the full cost of any restaking necessitated by his negligence.
The Contractor shall be solely responsible for the correct transfer of the primary
line and grade from the stakes to all working points and for construction of the
work to the prescribed lines and grades.
Unless otherwise specified in the Plans, Specifications, and Specific Requirements,
all water main shall generally be placed with 7-1/2 feet of cover. However, a
greater depth may be required to clear storm and sanitary sewers and sewer
services, and no additional compensation shall be provided for such adjustments.
SPEC-745.000 3 - 10 745000m
II
In certain locations where water main is in direct conflict with storm or sanitary
' sewer, the water main shall be constructed under the sewer. Where it is necessary
to use vertical bends to avoid sewer mains, no extra compensation will be made for
this construction with the exception of payment for fittings used.
' No deviation shall be made from the required line or grade except with the consent
q g P
of the Engineer.
' In areas of conflict between wa
ter mains, house sewers, storm sewers, or sanitary
sewers, a separation of at least 18 inches between the water main and the sewer
shall be provided. When local conditions prevent a vertical separation as
described, the following construction shall be used:
1.
Sewers passing over or under water mains shall be constructed of material
equal to water main standards of construction for a distance of at least 9
feet on either side of the water main.
2. Water main passing under sewers shall, in addition, be protected by
1
providing:
a. Adequate structural support for the sewers to prevent excessive
deflection of joints and settling on and breaking of the water mains;
and
b. That the length of water pipe be centered at the point of crossing so
that the joints will be equidistant and as far as possible from the
'
sewer.
Watermains shall be laid at least 10 feet horizontally from any sanitary sewer,
'
storm sewer or sewer manhole, whenever possible. When local conditions prevent
a horizontal separation of 10 feet a water main may be laid closer to a storm or
sanitary sewer provided that:
'
1. The bottom of the water main is at least 18 inches above the top of the
'
sewer;
2. Where this vertical separation cannot be obtained, the sewer shall be
constructed of materials and with joints that are equivalent to water main
standards of construction and shall be pressure . tested to assure water-
tightness prior to backfilling.
SPEC-745.000 3 - 11 745000m
M
E.
Protection of Surface Structure
All surface structures and features located outside the excavation limits for
underground installations, together with those within the construction areas which
are indicated in the Plans as being saved, shall be properly protected against
damage and shall not be disturbed or removed without approval of the Engineer.
Within the construction limits, as required, the removal of improvements such as
paving, curbing, walks, turf, etc., shall be subject to acceptable replacement after
completion of underground work, with all expense of removal and replacement
being borne by the Contractor unless separate compensation is specifically
provided for in the Contract.
Obstructions such as street signs, mailboxes, guard posts, culverts, and other items
of prefabricated construction may be temporarily removed during construction
provided essential service is maintained in a relocated setting as approved by the
Engineer and nonessential items are properly stored - for the duration of
construction. Upon completion of the underground work, all such items shall be
replaced in their proper setting by and at the sole expense of the Contractor.
In the event of damage to any surface improvements, either privately or publicly
owned, the Contractor will be required to replace or repair _the damaged property
to the satisfaction of the Engineer and by the Contractor at his expense.
Interference of Underground Structures
When any underground structure interferes with the planned placement of pipe or
appurtenances and requires alterations in the work to eliminate the conflict or avoid
endangering effects on either the existing or proposed facilities, the Contractor
shall immediately notify the Engineer and the Owner of the affected structures.
When any existing facilities are endangered by the Contractor's operations, he shall
cease his operations at the site and take such precautions as may be necessary to
protect the inplace structures until a decision is made as to how the conflict will be
resolved.
Without specific authorization from the utility owner, no essential utility service
shall be disrupted, nor shall any change be made in either the existing structures
or the planned installations to overcome the interference. Alterations to existing
facilities will be allowed only when that service will not be curtailed unavoidably
and then only when the encroachment or relocation will satisfy all applicable
regulations and conditions.
SPEC-745.000 3 - 12 745000m
F.
G.
Wherever alterations are required as a result of unforeseen underground
interference's not due to any fault or negligence of the Contractor, the Engineer
will issue a written change order covering any additional or extra work involved
and specifying the revised basis of payment, if any. Any alterations made strictly
for the convenience of the Contractor shall be subject to prior approval and shall
be at the Contractor's expense.
No extra compensation will be allowed for delays caused by the interference of
underground structures unless approved by the Engineer and included in a change
order.
Removal of Surface L=rovements
Removal of surface improvements in connection with trench excavation shall be
limited to actual needs for installation of the pipeline and appurtenances. Removal
operations shall be coordinated effectively with the excavation and installation
operations as will cause the least practical disruption of traffic or inconvenience to
the public. Removed debris shall not be deposited at locations that will restrict
access to fire hydrants, private driveways, or other essential service areas.
Removal and final disposal of debris shall be accomplished as a single operation
wherever possible and the debris shall be removed from the site before starting the
excavating operations.
Removal of concrete or bituminous structures shall be by methods producing
clean-cut breakage that will preserve the remaining structure without damage.
Concrete or bituminous paving shall be removed so when the trench is excavated
there will be a six inch wide minimum undisturbed subgrade and aggregate base
course lip. Removal equipment shall not be operated in a manner that will cause
damage to the remaining or adjoining property. Where not removed to an existing
joint, concrete structures shall be sawed along the break lines to a minimum depth
of one-third of the structure depth.
Any reusable materials or materials for recycling, such as asphalt, concrete,
aggregate, sod or topsoil, shall be segregated from other waste materials and be
stockpiled so as to maintain suitability and permit proper reuse.
Excavating operations shall proceed only so far in advance of pipe laying as will
satisfy the needs for construction of work and permit advance verification of
unobstructed line and grade as planned. Where interference with existing
structures is possible or in any way indicated, and where necessary to establish
SPEC-745.000 3 - 13 745000m
elevation or direction for connections to inplace structures, the excavating shall be
done at those locations in advance of the main operation so actual conditions will
be exposed in sufficient time to make adjustments without resorting to extra work
or unnecessary delay.
All installations shall be accomplished by open trench construction except where
boring and jacking or tunnel construction methods shall be employed as specifically
required by the Plans or approved by the Engineer. Surface structures must be
properly supported and the backfill restored to the satisfaction of the Engineer.
The excavation operations shall be conducted to carefully expose all inplace
underground structures without damage. Wherever the excavation extends under
or approaches close to an existing structure as to endanger it in any way,
precautions and protective measures shall be taken as necessary to preserve the
structure and provide temporary support. Hand methods of excavating shall be
utilized to probe for and expose- such critical or hazardous installations as gas pipe
and power or telephone cables.
G.1 Classification and Disposition of Materials: All materials encountered in
the excavations, with the exception of items classified for payment as
structure removals, will be considered as Unclassified Excavation.
Unclassified materials shall include muck, rubble, wood debris, boulder
stone, masonry or concrete fragments less than one (1) cubic yard in
volume, together with other miscellaneous matter that can be removed
effectively with power operated excavators.
Excavated materials will be classified for reuse as being either Suitable or
Unsuitable for backfill or other specified use, subject to selective controls.
All suitable materials shall be reserved for backfill to the extent needed,
and any surplus remaining shall be utilized for other construction on -the
project as may be specified or, ordered by the Engineer. To the extent
practical, granular materials and topsoil shall •be segregated from other
materials during the excavating and stockpiling operations so as to permit
best use of the available materials at the time of backfilling.
All excavated materials reserved for backfill or other use on the project
shall be stored at locations approved by the Engineer that will cause a
minimum of nuisance or inconvenience to public travel, adjacent properties,
and other special interests. The material shall not be deposited so close to
the edges of the excavations as would create hazardous conditions, nor shall
any material be placed so as to block the access to emergency services. All
materials considered unsuitable by the Engineer, for any use on the project,
shall be immediately removed from the project and be disposed of as
arranged for by the Contractor.
SPEC-745.000 3 - 14 745000m
1
G.2 Excavation Limitations_ and Requirements: Trench excavating shall be to
a depth that will permit preparation of the foundation, as specified, and
installation of the pipeline and appurtenances at the prescribed line and
grade except where alterations are specifically authorized. Trench widths
shall be sufficient to permit the pipe to be laid and joined properly and the
backfill to be placed and compacted as specified. Extra width shall be
provided as necessary to permit convenient placement of sheeting and
shoring and to accommodate placement of appurtenances.
Excavations shall be extended below the bottom of structure grade as
' necessary to accommodate any required Granular Bedding material. When
unstable foundation materials are encountered at the established grade,
additional materials shall be removed as specified or ordered -by the
Engineer to produce an acceptable foundation. All excavations below grade
shall be to a minimum width equal to the outside pipe diameter plus two (2)
' feet.
Where no other grade controls are indicated or established for the pipeline,
the excavating and foundation preparations shall provide a minimum cover
over the top of the pipe of 7.5 feet to the proposed final grade as indicated
on the plans.
Trench widths shall allow for at least six inches of clearance on each side
of the joint hubs. The maximum allowable width of the trench at the top
rof pipe level shall be the outside diameter of the pipe plus two (2) feet,
subject to the considerations for alternate pipe loading set forth below. The
width of the trench at the ground surface shall be held to a minimum to
' prevent unnecessary destruction of the surface structures while maintaining
safe working conditions.
The maximum allowable trench width at the level of the top of pipe may be
exceeded only by approval of the Engineer, after consideration of pipe
1 strength and loading relationships. Any alternate proposals made by the
Contractor shall be in writing, giving the pertinent soil weight data and
proposed pipe strength alternate, and shall be made in a timely manner so
as not to delay the project. Approval of alternate pipe designs shall be with
the understanding that there will be no extra compensation will be allowed
for any increase in material or construction costs.
1 -
G.3 Sheeting and Bracing Excavations: All excavations shall be sheeted,
shored, and braced as will meet all requirements of the applicable safety
codes and regulations; comply with any specific requirements of the
Contract; and prevent disturbance or settlement of adjacent surfaces,
foundations, structures, utilities, and other properties. Any damages to the
SPEC-745.000 3 - 15 745000m
work under contract or to adjacent structures or property caused by
settlement, water or earth pressures, slides, cave-ins, or other causes due
to failure or lack of sheeting, shoring, or bracing or through negligence or
fault of the Contractor in any manner shall be repaired by the Contractor
at his expense and without delay.
Where conditions warrant extreme care, the Contractor shall exercise
special precautions to protect life or property. This may include the
installation of sheet piling of the interlocking type or shall include other
safety measures be taken as the Contractor deems necessary. The
Contractor shall at all times be responsible for protection of life, property,
and the work on the project.
The Contractor shall assume full responsibility for proper and adequate
placement of sheeting, shoring, and bracing, wherever and to such depths
that soil stability may dictate the need for support to prevent displacement.
Bracing shall be so arranged as to provide ample working space and so as
not to place stress or strain on the inplace structures to any extent that may
cause damage.
Sheeting, shoring and bracing materials shall be removed only when and
in such manner as will assure adequate protection of the inplace structures
and prevent displacement of supported grounds. Sheeting and bracing shall
be left in place only as required by the Contract. Otherwise, sheeting and
bracing may be removed as the backfilling reaches the level of respective
support. Wherever sheeting and bracing is left in place, the upper portions
shall be cut and removed to an elevation of three (3) feet or more below the
established surface grade or as the Engineer may direct.
All costs of furnishing, placing and removing sheeting, shoring and bracing
materials, including the value of materials left in place as required by the
Contract, shall be included in the prices bid for pipe installation and will
not be compensated for separately. When any sheeting, shoring, or bracing
materials are left in place by written order of the Engineer, payment may
be made for those materials as an extra work item, including waste material
resulting from upper cut-off requirements.
GA Preparation and Maintenance of Foundations: Foundation preparations
shall be conducted to produce a stable foundation and provide continuous
and uniform pipe bearing between bell holes. Where Class C bedding is
specified, the initial excavating or backfilling operations shall produce a
subgrade level slightly above finished grade to permit hand shaping to
finished grade by trimming of high spots and without the need for filling
of low spots to grade.
SPEC-745.000 3 - 16 745000M
In excavations made below grade to remove unstable materials, the
backfilling to grade shall be made with Granular Foundation material.
Placement of the backfill shall be in relatively uniform layers not exceeding
eight (8) inches in loose thickness. Each layer of backfill shall be
compacted thoroughly, by means of approved mechanical compaction
equipment, to produce uniform pipe support throughout the full pipe length
and facilitate proper shaping of the pipe bed.
Where the foundation soil is found to consist of materials that the Engineer
considers to be so unstable as to preclude removal and replacement to a
reasonable depth to achieve solid support, a suitable foundation shall be
constructed as the Engineer directs in the absence of special requirements
therefore in the Contract. The Contractor shall be required to fiunish and
drive piling and construct concrete or timber bearing supports or other
work as provided for in an extra work order.
Care shall be taken during final subgrade shaping to prevent any
over -excavation. Should any low spots develop, they shall only be filled
with Granular Foundation material, which shall be compacted thoroughly,
without additional compensation provided to the Contractor. The finished
subgrade shall be maintained free of water and shall not be disturbed during
pipe lowering operations except as necessary to remove pipe slings. The
discharge of trench dewatering pumps shall be directed to natural drainage
channels or storm water drains in a manner which does not cause damage
to private or public property. Any debris left by dewatering operations
shall be cleaned up immediately by the Contractor. Draining trench water
into sanitary sewers or combined sewers will not be permitted.
The Contractor shall install and operate a dewatering system of wells or
points to maintain pipe trenches free of water wherever necessary or as
directed by the Engineer to meet the intent of these specifications. Unless
otherwise specified in the Plans, Specifications, or Specific Requirements,
such work shall be considered incidental with no additional compensation
provided therefore.
All costs of excavating below grade and placing foundation or bedding
aggregates as required shall be included in the bid prices for pipe items to
the extent that the need for such work is indicated in the Contract
provisions and the BID does not provide for payment therefore under
separate BID items.
If examination by the Engineer reveals the need for placement of
foundation aggregates was caused by the Contractor's manipulation of the
soils in the presence of excessive moisture or lack of proper dewatering,
the cost of the corrective measures shall be borne by the Contractor.
SPEC-745.000 3 - 17 745000m
H. Installation of Pipe and Fittings
Inspection, handling, and all aspects of the installation of pipe, services, and
appurtenances shall be in accordance with the applicable sections of the AWWA
specifications, the manufacturer's recommendations, and as supplemented as
follows.
H.I Innspection and Handling: Proper and adequate implements, tools, and
facilities shall be provided and used by the Contractor for the safe and
convenient prosecution of the work. Unloading, distribution, and storage
of pipe and appurtenant materials on the job site shall be at a location
approved by the Engineer. All materials shall be handled carefully, as will
prevent damage to protective coatings, linings, and joint fittings; preclude
contamination of interior areas; and to avoid jolting contact, dropping or
dumping.
Before being lowered into laying position, the Contractor shall make a
thorough visual inspection of each pipe section and appurtenant units to
detect damage or unsound conditions that may need corrective action or be
cause for rejection. Inspection procedure shall be as approved by the
Engineer, with special methods being required as he deems necessary to
check out suspected defects more definitely. The Contractor shall inform
the Engineer of any defects discovered and the Engineer will prescribe the
required corrective action or order rejection.
Immediately before placement, the joint surfaces of each pipe section and
fitting shall be inspected for the presence of foreign matter, coating blisters,
rough edges or projections, and any imperfections so detected shall be
corrected by cleaning, trimming, or repairs as needed.
H.2 Pipe Laying r tions: Trench excavation and bedding preparations shall
proceed ahead of pipe placement as will permit proper laying and joining
of the units at the prescribed grade and alignment without unnecessary
deviation or hindrance.
All foreign matter or dirt shall be removed from the inside of the pipe and
fittings before they are lowered into position in the trench and they shall be
kept clean by approved means during and after laying. The
watermain materials shall be carefully lowered into laying position by the
use of suitable restraining devices. Under no circumstances shall the pipe
be dropped into the trench.
SPEC-745.000 3 - 18 745000m ii
I
At the time of pipe placement, the bedding conditions shall be such as to
provide uniform and continuous support for the pipe between bell holes.
Bell holes shall be excavated as necessary to make the joint connections,
but they shall be no larger than would be adequate to support the pipe
throughout its length. No pipe material shall be laid in water nor when the
trench or bedding conditions are otherwise unsuitable or improper.
' When placement or handling precautions prove inadequate, in the
Engineer's opinion, the Contractor shall provide and install suitable plugs
or caps effectively closing the open ends of each pipe section before it is
lowered into laying position, and they shall remain so covered until
removal is necessary for connection of an adjoining unit. It shall be the
sole responsibility of the Contractor for the removal of any debris found in
the water main at any time during the project.
As each length of bell and spigot pipe is placed in laying position, the
spigot end shall be centered in the bell and the pipe forced home and
brought to correct line and grade. The pipe shall be secured in place with
approved backfill material, which shall be thoroughly compacted by
tamping around the pipe.
Connection of pipe to existing or previously constructed lines shall be
accomplished as shown in the Plans or as otherwise approved by the
Engineer.
' At all times when pipe laying is not in progress, including noon hour and
' overnight periods, all open ends of the. pipe line shall be closed by
watertight plugs or other means approved by the Engineer. If water is
present in the trench, the seals shall remain in place until the trench is
1 pumped completely dry.
Unless otherwise noted in the Specific Requirements, Class B pipe bedding
shall be used for PVC water main and Class C pipe bedding shall be used
for Ductile Iron water main.
I
H.3 Ductile Iron Pipe Joi
H.3.a Push -On Joints: The circular rubber gasket shall be flexed inward
and inserted in the gasket recess,. of the bell socket. A thin film of
approved gasket lubricant shall be applied to either the inside
surface of the gasket or the outside surface of the spigot end. Care
shall be taken to prevent introduction of contaminants. The joint
shall be completed by forcing the spigot end to the bottom of the
socket by the use of suitable prybar or jack type equipment. Spigot
ends which do not have depth marks shall be marked before
SPEC-745.000 3 - 19 745000m
1
assembly to insure full insertion. Field cut pipe shall be filled or
ground at the spigot edge to resemble the manufacturer's fabricated
detailing. The use of the bucket on the excavation equipment shall
not be used to force pipe into socket.
H.3.b Mechanical Joints: The last eight inches of the outside spigot
surface and the inside bell surface of each pipe and appurtenance
joint shall be painted with a soap solution, after being thoroughly
cleaned. The cast iron gland shall then be slipped on the spigot end
with the lip extension toward the socket or bell end. The rubber
gasket shall be painted with soap solution and be placed on the
spigot end with the thick edge toward the gland. An approved
lubricant provided by the pipe manufacturer may be used in lieu of
the soap solution.
After the spigot end is inserted into the socket to full depth and
centered, the gasket shall be pressed into place within the bell y'
evenly around the entire joint. After the gland is positioned behind
the gasket, all bolts shall be installed and the nuts tightened
alternately to the specified torque, such as to produce equal pressure '
on all parts of the gland.
Unless otherwise
specified, the bolts
shall be tightened in
r' I
accordance with
AWWA C-600 by
means of a suitable
torque -limiting wrench within a foot-pound range of:
,
Pipe Size
Bolt Size
Torque
Inch
Inch
ft�l
'
3
5/8
45-60
4-24
3A
75-90
30-36
1
100-120
,
After tightening, all exposed. parts of the bolts and nuts shall be
completely coated with an approved bituminous rust preventive coal
tar material such as Koppers, Bitumastic Super Service Black or
Tnemec 46-457 Tnemecol.
HA Polyvinyl Chloride Pipe Joints: Jointing shall be in accordance with g
AWWA Manual No. M23.
H.5 Aligning and Fitting of Pipe: The cutting of pipe for inserting valves,
fittings, or closure pieces shall be done in a neat and workmanlike manner
without damage to the pipe and shall leave a smooth square -cut end. Pipe
shall be cut with approved mechanical cutters.
SPEC-745.000 3 - 20 745000m
SPEC-745.000
Wherever it is necessary to deflect the pipe from a straight line either in the
vertical or horizontal plane, to avoid obstructions, plumb stems, or produce
a long radius curve when permitted, the amount of deflection allowed at
each joint shall not exceed the allowable limits for maintaining satisfactory
joint seal as given in AWWA C600 for mechanical joints and push -on
joints, or as otherwise allowed by the pipe manufacturer.
MECHANICAL JOINT
Offset
Radius
Pipe Size
Deflection Angle
Inch
Feet
Inca
Degrees
18' 20'
18' 20'
3-4
8-18
31
35
125 140
6
7-07
27
30
145 160
8-12
5-21
20
22
195 220
14-16
3-35
13.5
15
285 320
18-20
3-00
11
12
340 380
24-30
2-23
9
10
450 500
Offset
Radius
Pipe Size
Deflection Angle
Inch
Feet
nc
Degrees
18' 20'
18' 20'
3-12
5
19 21
205 230
14 - 36
3
11 12
340 380
H.6 Blocking and Anchoring of Pine: All plugs, caps, tees, bends, and other
thrust points shall be provided with reaction backing, or movement shall be
prevented by attachment of suitable restraining devices, in accordance with
the requirements of the Plans, Specific Requirements and typical details.
'n the absen of other- a fied a ,..°,sent+ The following provisions
In uav uv�aacv
n= �
shall apply for reaction blocking or restraining devices. Megalug type
restraining devices shall be used unless other suitable restraining devices
or reaction blocking have been approved by the Joint Powers Water Board
Engineer.
a. Megalug Series 1100 Retainer glands for ductile -iron watermain,
Megalug Series 2000PV retainer glands for PVC watermain, or cast
in place concrete blocking or rodding shall be used for joint
restraint on all horizontal and vertical bends exceeding 20 degrees
3 - 21 745000m
deflection, and all caps, plugs, branch tees, crosses, valves at the
end of a line, all hydrant valves, and all hydrants. Restrained joints
cast onto the pipe by the manufacturer (Lok-Tyton, Fastite, etc.)
will be considered as being equivalent to the use of retainer glands.
Retainer glands equivalent in function and form to the Megalug
Series 1100 for ductile iron watermain or Megalug Series 2000PV
for PVC watermain may be used only if it is approved by the Joint
Powers Water Board Engineer.
Plugged tees and crosses in a straight run do not require restraint.
For restrained joints, the number of feet of tied pipe required shall
be in accordance with the table below.
FEET OF RESTRAINED OR TIED PIPE REQUIRED ON EACH SIDE OF THE BEND
NOTE: (1) Table based on sand excavation, for silt increase 50%
(2) If Polyethylene wrapping is used increase value by 100 %
N.R. = Not Recommended
4' Cover
6' Cover
8' Cover
Pipe Size
Bend Sizes
Bend Sizes
Bend Sizes
221h-
45°
671i4°
1 90°
221k°
45°
671h°
90°
221k°
450
671fi°
900
3"
N.R.
N.R.
N.R.
N.R.
I
3'
4'
8'
1'
2'
3'
4'
4"
N.R.
N.R.
N.R.
N.R.
2'
4'
5'
8'
1'
3'
4'
5'
6"
N.R.
N.R.
N.R.
N.R.
3'
6'
8'
9'
2'
4'
5'
6'
8"
N.R.
N.R.
N.R.
N.R.
4'
7'
9'
11'
3'
5'
7'
9'
12"
N.R.
N.R.
N.R.
N.R.
6'
10'
14'
17'
5'
8'
1 10'
12'
16"
N.R.
N.R.
N.R.
N.R.
7'
13'
18'
21'
6'
10'
14'
17'
20"
12'
22'
30'
37'
9'
15'
22'
27'
T
12'
17'
20'
24"
14'
25'
37'
43'
10'
1 18'
26'
30'
N.R.
N.R.
N.R.
N.R.
30"
17'
30'
45'
52'
12'
21'
30'
37'
N.R.
N.R.
N.R.
N.R.
36"
19'
35'
50'
61'
14'
25'
35'
43'
N.R.
N.R.
N.R.
N.R.
42"
22' 1
39'
56'
69'
16'
28'
40'
49'
N.R.
N.R.
N.R.
N.R.
48"
24'
43'
63'
77'
18'
31'
45' 1
55'
N.R.
N.R.
N.R.
N.R.
Table is from "Standards For The Installation Of Water Mains" St. Paul Water Utility.
b. Offset bends made with standard offset fittings need not be strapped
or buttressed. t
C. Tie rods and tie harnesses shall be of the same size as the required ,
bolt, torqued to the requirements of Section H.3.b. After installing
the tie rods and harnesses and prior to the backfill operations, they
shall be coated with a brush applied tar coating. This coating i
shall be Koppers Bitumastic Super Services Black or Tnemec
46-457 Tnemecol, or equal, and shall be applied to the
manufacturer's specifications. Hot dipped galvanized parts need
not be tar coated.
i
SPEC-745." 3-22 745"m '
I.
All necessary fittings, bands, tie rods, nuts, and washers, and all
labor and excavation required for installation of reaction restraints
shall be furnished by the Contractor at his expense and without
direct compensation.
Hardwood blocking shall only be used as temporary reaction
backing until acceptable permanent reaction blocking or restraining
devices have been installed. Blocking shall be nominal 2-inch
timber having an area equivalent to at least four times the area of
the surface of the cap or plug it restrains.
Concrete buttresses shall be poured against firm, undisturbed
ground and shall be formed in such a way that the joints will be
kept free of concrete and remain accessible for repairs. The
concrete mix used in buttress construction shall meet the
requirements for Grade B (3400 psi) of Mn/DOT 2461. _
Buttress dimensions shall be as indicated on the Plans or as
approved by the Engineer.
Contractors are instructed to size concrete buttress blocking on
fittings and dead ends where the blocking must withstand the
pressure of larger main line fittings equipped with reducers, for the
larger sized main line thrust and not for smaller fitting size only.
This is of particular importance on tees and crosses where the main
size is reduced on the run from large to small size by use of
reducers.
Polyethylene Encasement of Pipeline
Ductile iron pipe and/or valves, fittings, and appurtenances, shall be fully encased
in polyethylene film of 8 mil nominal thickness. The filin shall be furnished in
tube form for installation on pipe and all pipe -shaped appurtenances such as bends,
reducers, offsets, etc. Sheet film shall be provided and used for encasing all
odd -shaped appurtenances such as valves, tees, crosses, etc.
Installation shall be in accordance with AWWA C105, Type A.
Jack -Bore Steel Casing Pipe
The Contractor shall jack -bore steel casing pipe in place as specified and as located
on the Plans.
In granular native soils, a 1-1/2" pipe shall be forced along the top of the casing
pipe. The end of this 1-1/2" pipe shall be 18" back from the lead edge of the
SPEC-745.000 3 - 23 745000M
jacking pipe. Bentonite grout under pressure shall be forced through this pipe at
all times during the jacking operation to fill any voids that might develop above the
casing.
The water pipe shall then be installed in the casing and the annular space between
the water pipe and casing shall be densely filled with sand and the ends sealed with
concrete or mortar.
The Contractor shall be responsible for obtaining or paying any special permit fees
for bonds, etc. required.
K. Placement of Insulation
Rigid insulation board shall be placed within the pipe .encasement zone, six (6)
inches above the pipe. Prior to placement of the insulation, encasement material
shall be compacted until there is no further visual evidence of increased
consolidation or the density of the compacted layer conforms to the density
requirements specified in the Specific Requirements, then leveled and lightly
scarified to a depth of 1h inch. Encasement zone material placed below the
insulation shall be free of rock or stone fragments measuring 1-1/2 inches or
greater.
Insulation boards shall be placed on the scarified material with the long dimension
_ parallel to the centerline of the pipe. Boards placed in a single layer shall be
overlapped at least 6 inches on all sides to eliminate continuous joints for the full
depth of the insulation. If two or more layers of insulation boards are used, each
layer shall be placed to cover the joints of the layer immediately below with an
overlap of at least 6 inches.
The Contractor shall exercise caution to insure that all joints between boards are
tight during placement and backfilling with only extruded ends placed end to end
or edge to edge. Broken or damaged material shall be removed and replaced.
The first layer of material placed over the insulation shall be twelve (12) inches in
depth, free of rock or stone fragments measuring 1-1/2 inches or greater. The
material shall be placed in such a manner that construction equipment does not
operate directly on the insulation and shall be compacted with equipment which
exerts a contact pressure of less than 80 psi. The first layer shall be compacted
until there is no further visual evidence of increased consolidation or the density
of the compacted layer conforms to the density requirements specified.
SPEC-745.000 3 - 24 745000m T ,
1
L. Water Service Installations
Water service lines complete with all required appurtenances, shall be installed in
accordance with all pertinent requirements for main line installations and as
supplemented as follows.
It shall be the responsibility of the Contractor to keep an accurate record of the
location, depth and size of each service connection and other pertinent data such
as the location of curb stops and pipe endings. Tap locations shall be recorded in
reference to survey line stationing. Curb boxes shall be tied to definable land
marks such as building comers, fire hydrants, manholes and telephone pedestals.
Pipe terminals at the property line shall be marked on the ground surface with a
2" i 4" x 8' wood post extending 3' above grade with the top 2' painted blue.
Water service lines shall be installed in accordance with Minnesota Department of
Health standards. Where water service lines are installed alongside of sanitary or
storm sewer service lines, installation shall maintain the minimum specified
clearances between pipelines and provide proper and adequate bearing for all pipes
and appurtenances. For separate installation, the trench width shall be not less
than two feet. Subject to minimum clearances, the water lines may be laid in a
common trench excavated principally for sewer installation, either by widening the
trench as necessary or by providing a shelf in the trench wall where ground
stability will permit.
Unless otherwise specified, installation of water service lines shall provide for not
less than seven and one-half feet of cover over the top of the pipe and for not less
than 18 inches of clearance between pipelines. Also, at least 6 inches of clearance
shall be maintained in crossing over or under other structures. Where the service
pipe may be exposed to freezing due to insufficient cover or exposure from other
underground structures, the water pipe shall be insulated as directed by the
Engineer.
Service trenches shall be restored and compacted as specified for pipelines.
L.I Tap Service Lines: Tap service piping shall be Seamless Copper Water
Tube of the size and type specified. Pipe size for tap service installations
shall be from 1 inch to 2-112 inch nominal inside diameter.
Unless otherwise indicated, tap service piping may be .laid directly on any
solid foundation soil that is relatively free of stones and hard lumps.
Tap service piping shall be installed in one piece without intermediate joint
couplings between the corporation stop at the water main tap and the curb
stop. All pipe and appurtenances shall be joined by means of approved
flared type threaded couplings.
' SPEC-745.000 3 - 25 745000m
Connection of tap service lines to the water main shall be made with an
approved corporation stop, with the water main tap being made from
horizontal to an angle of not more than 15 degrees from the horizontal.
(2:30 and 9:930 o'clock). Expansion loops shall be directed horizontally,
not vertically from the tap. A minimum of 3 full threads of the corporation
stop must engage in ductile iron water main or a saddle must be used for
the connection (see chart below). All tap service lines to polyvinyl chloride
water main shall have a saddle used with the connection.
DUCTILE -IRON PIPE SADDLE REQUIREMENTS
Class 52 Class 50
Pipe Size 4 ' 6 8 10 12 14 16 18 20 24
Inches
Wall
Thickness .29 .31 .33 .35
Inches
.31 .33 .34 .35 .36 .38
Corp. Stop Pipe Thickness Required for 3 Corporation Stop Threads
Inches Inches
1 .38 .34 .32 .31 .30 .29 .29 .28 .28
1-1/4 .45 .39 .36 .34 .33 .32 .31 .30 .30
1-1/2 .44 .40 .37 .35 .34
2 .48 .44 .41 .39
ABOVE LINE -W/O SADDLE
BELOW LINE-W/SADDLE
.33 .32 .32
.27
.30
31
.37 .36 (_ .35 .33
The flaring of copper tubing ends shall be accomplished only with the use
of the proper size and type of tools as designated for the purpose, and will
provide accurate sizing and rounding of the ends. Tubing shall be cut
squarely and all edge roughness shall be removed prior to flaring. All
couplings shall be tightened securely, so the flared end fits snugly against
the bevel of the fitting without leakage. The flared joint couplings shall be
made up without the use of jointing compounds.
SPEC-745.000 3 - 26 745000M
1
Unless otherwise indicated, tap service lines shall be installed on a straight
line at right angles to the water main or property line. The service line
shall be terminated with a curb stop and box at the property line.
The service pipe and curb stop coupling depth shall be such as to maintain
not less than 7-1/2' minimum cover, or in locations where conflict may
occur with storm sewer, service pipe shall be placed at least 3 feet below
the storm sewer invert or shall be insulated in accordance with the Plans,
Specifications, and Special Provisions to prevent freezing. In any case the
Contractor shall make every effort to provide for a standard depth service
' box installation where practicable.
The service box shall be screwed onto the curb stop coupling and be firmly
supported on a concrete block. Service boxes shall be installed plumb and
be braced effectively to remain vertical during and after completion of
backfilling. The service boxes shall be brought to final surface grade when
the final ground surface has been established.
M. betting Valves. Hydrants, Fittin sg and S cia
Valves, hydrants, fittings and specials shall be provided and installed as required
' by the plans and detail plates, and with each installation accomplished in
accordance with the requirements for installation of mainline pipe to the extent
applicable. Support blocking, thrust blocking, and anchorage devices shall be
' provided as required by the plans and detail plates.
' Hydrants shall be installed plumb, with the height and orientation of nozzles as
shown on the detail plates. Hydrants shall be connected to the mainline pipe with
a 6 inch diameter branch pipe, controlled by an independent valve. A concrete
reaction block shall be installed between the hydrant shoe and undisturbed soil for
' all hydrants. Branch piping shall be restrained using Mega -Lug retainer glands
unless another method of joint restraint has been previously approved.
' A drainage pit one-half cubic yard in volume shall be installed around the hydrant
base and shall be filled with coarse gravel firmly compacted under and around the
' hydrant base and 6" above the drain outlet. The course -gravel shall be covered
with at least two layers of tar paper or six (6)mil polyethylene prior to placing
backfill thereon. Drain holes shall be normally left open when specified.
' Hydrants located where the groundwater table is above the drain outlet shall have _.
the outlet plugged and shall be equipped with a tag stating, "Pump After Use".
Hydrants shall be set so that the bottom of the traffic flange is 2 to 4 inches above
finished grade.
' SPEC-745.000 3 - 27 745000m
N.
Valve boxes shall be centered over the wrench nut of the valve and be installed
plumb, with the box cover flush with the surface of landscaped areas. In streets,
valve boxes shall be set at 'fi inch below the finished surface of bituminous or
concrete pavement or 6 inches below the surface of a gravel surfaced road. Valves
installed below g-r-oundwatef shall have 6 mil polyethylene, 4' x 4', placed tightly
over the valve prior to the box assembly to prevent corrosion and soil migration
into the valve box assembly. Valve boxes shall not be installed so as to transmit
shock or stress to the valve. Valve boxes installed outside the paved roadway shall
have a 4"x4"x6' wood post installed, adjacent to the box, with two (2) feet above
the ground surface. Post is not required when the valve box is installed with a
hydrant. AW All valves finished er-ade shall
incorporate a valve stem extension that places the operating nut at -7 6 to 8-fee8-feei 12
inches below finished grade.
Special appurtenances shall be provided and installed as required by the Plans and
Special Provisions.
All dead ends shall be closed with approved plugs or caps and restrained by
rodding or thrust blocking. If line size is reduced at the end of the line, restraints
shall be sized for the line size prior to reduction. Install a 4"x4" wood post
vertically from the pipe end invert to two (2) feet above the ground surface.
Pipeline Backf lling Operations
All pipeline excavations shall be backfllled to restore pre-existing conditions as the
minimum requirement, and fulfill all supplementary requirements indicated in the
Plans and Specifications. The backfilling operations shall be started as soon as
conditions will permit on each section of pipeline, so as to provide continuity in
subsequent operations and restore normal public service as soon aszpracticable on
a section -by -section basis. All operations shall be pursued diligently, with proper
and adequate equipment,, as will assure acceptable results.
Backflling shall be accomplished with the use of Suitable Materials selected from
the excavated materials to the extent available and practical.
Suitable Material shall be defined as a mineral soil reasonably free of foreign
materials (rubbish, debris, etc.), frozen clumps, organic matter, stone, rock,
concrete, or bituminous chunks larger than 4", and other unsuitable materials that
may damage the pipe installation or prevent thorough compaction, :taking into
consideration particular needs of different backfill zones. Unsuitable material shall
only be utilized where and to the extent there will be no detrimental effects and
with the approval of the Engineer.
SPEC-745.000 3 - 28 745000m
M
Backfill materials shall be carefully placed in relatively uniform depth layers
spread over the full width and length of the trench section to provide simultaneous
support on both sides of the pipeline. Each layer shall be compacted effectively,
by approved mechanical methods before placing material for a succeeding layer
thereon. Within the pipe bedding zone compaction shall be in a minimum of three
lifts: invert to spring line, spring line to top of pipe, and top of pipe to 1.0 foot
over top of pipe. Maximum thickness of any lift shall be eight (8) inches
compacted thickness. Compaction requirements are: 95 % Standard Proctor
maximum dry density from the pipe zone to within 3 feet of the ground surface,
and 100 % Standard Proctor maximum dry density in the final 3 feet.
All surplus or waste materials remaining after completion of the backfilling
operations shall be disposed of in an acceptable manner after completing the
backfill work. Disposal at any location within the project limits shall be as
specified, or as approved in writing by the Engineer; otherwise, disposal shall be
accomplished outside the project limits at the Contractor's own dump site.
Restoration of Surface Improvements
Wherever any surface improvements such as pavement, curbing, pedestrian walks,
fencing or turf have been removed, damaged or otherwise disturbed by the
Contractor's operations, they shall be repaired or replaced in kind and structure to
the pre-existing condition or better. Each item of restoration work shall be done
as soon as practical after completion of installation and backfilling operations on
each section of pipeline.
In the absence of specific payment provisions, as separate BID items, the
restoration work shall be compensated as part of the work required under those
BID items which necessitated the destruction and replacement of repair, and there
will be no separate payment therefore. If separate pay items are provided for
restoration work, only that portion of the repair or reconstruction which was
necessitated by the Contract work will be measured for payment. Any
improvements removed or damaged unnecessarily shall be replaced or repaired by
the Contractor at his expense.
A proper foundation shall be prepared before reconstructing concrete or bituminous
improvements. Unless otherwise directed, granular material shall be placed to a
depth of at least four (4) inches under all concrete and bituminous items. No direct
compensation will be made for furnishing and placing this material even though
such course was not part of the original construction.
SPEC-745.000 3 - 29 745000M
Existing concrete and bituminous surfaces at the trench wall shall be sawed or cut
with a cutting wheel to form a neat edge in a straight line before surfaces are to be
restored. Sawing or cutting may be accomplished as a part of the removal or prior
to restoration at the option of the Contractor. However, all surface edges shall be
inspected prior to restoration.
P. Maintenance and Final Cleanup
All subgrade surfaces shall be maintained acceptably until the start of surface
construction or restoration work. Additional materials shall be provided and
placed as needed to compensate for trench settlement and to serve until completion
of the final surface improvements.
Final disposal of debris, waste materials, and other remains or consequences of
construction, shall be accomplished prior to final acceptance of all work. Final
acceptance of each BID item can only be made when the cleanup associated with
each item is completed. The Engineer may withhold partial payments until such
work is satisfactorily pursued or he may deduct the estimated cost of its
performance from the partial estimate value.
4. TESTING
A. Disinfection of Water Mains
Before being placed in service, the completed water main installation shall be
disinfected and flushed, and after the final flushing the water shall be tested for
bacteriologic quality and found to meet the standards prescribed by the Minnesota
Department of Health. The disinfection materials and procedures and the
collection and testing of water samples shall at a minimum be in accordance with
the provisions of AWWA C651, Disinfecting Water Mains, and as will meet the
requirements of the Minnesota Department of Health.
Where an existing water main is cut for the installation of a hydrant, for lowering
the water main, or for reasons determined by the Engineer, the pipe and fittings
proposed to be installed shall be disinfected prior to installation as follows:
1. The interior of the pipe and fittings shall be cleaned of all dirt and foreign
material.
2. The interior of the pipe and fittings shall be thoroughly swabbed or sprayed
with a 1 percent minimum hypochlorite solution.
SPEC-745.000 3 - 30 745000m 11
Unless otherwise indicated in the Plans, Specifications, and Specific Requirements,
the Contractor shall furnish all materials and perform the disinfecting, flushing,
and testing as necessary for meeting the water quality requirements. The AWWA
C651 provisions for disinfection of water mains are reproduced for informational
purposes as follows:
A.1 Tablet Method
Tablet Method may Y be used only when scrupulous cleanliness has been
practiced to exclude all foreign materials and ground water during pipe
' installation. If ground water has entered pipe during pipe installation, the
water main shall be flushed and the Chlorine -Water solution method shall
be used.
Placing Calcium Hypochlorite Granules
During construction, calcium hypochlorite granules shall be placed at the
upstream end of the first section of pipe, at the upstream end of each
' branch main, and at 500 foot intervals along the main. The quantity of
granules shall be in accordance with the following table:
' Ounces of Calcium Hypochlorite Granules to be placed at beginning of
main and at each 500 foot interval:
Pipe Dia. (in.Calcium Hypochlorite Granules (oz.)
4 0.5
6 1.0
8 2.0
' 10 3.0
12 4.0
16 and larger 8.0
Placing Calcium Hvuochlorite Tablets
1 Attach tablets on the top of the main using an adhesive such as Permatex
No. 1, product of Loctite Corp, or equal. If tablets are not attach to the top
' and water contacts them they will react prior to the disinfection period.
The table below gives tablets required per pipe size and length to achieve
' 25 mg/l.
0
I
SPEC-745.000 3 - 31 745000M
Number of 5-g Hypochlorite Tablets
Required for Dose of 25 mg/1
Pipe
Length
of Pipe,
feet
Diameter
nch
13 or less
18
20
30
40
4
1
1
1
1
1
6
1
1
1
2
2
_
8
1
2
2
3
4
10
2
3
3
4
5
12
3
4
4
6
7
16
4
6
7
10
13
Number of 5-g tablets = .0012 d2L
d = pipe diameter, inches
L = pipe length, feet
Based on 3.25 grams (65 %) available chlorine per tablet
The main shall be filled with water at a rate no greater than 1 fps.
Precautions shall be taken to assure that air pockets are eliminated. The use
of additional curb stops to bleed air through at high points may be
necessary.
Chlorination Residual of 25 mg/L chlorinated water shall be retained in the
pipe for a minimum of 24 hours, 48 hours when the water temperature is
below 41oF. Valves and hydrants shall be operated to ensure disinfection.
A.2 Continuous Feed Method
Continuous feed method consists of.completely filling the main, removing
all air pockets, flushing to remove particulates, then filling the main with
potable water chlorinated so that after a 24 hour holding period in the main
there will be a free chlorine residual of not less than 10 mg/L. Flushing
velocity shall not be less than 2.5 fps, see table below.
SPEC-745.000 3 - 32 745000m
1
1
1
1
1
1
Required Flow and Openings to Flush Pipelines*
(40 psi Residual Pressure in Water Mainl
Flow Required
Size of
Hydrant Outlets
Pipe
to Produce 2.5 fps
Tap on
Diameter
Velocity in Main
Main**
Numbe
Size N
4
100
15/16
1
2-1/2
6
220
1-3/8
1
2-1/2
8
390
1-7/8
1
2-1/2
10
610
2-5/16
1
2-1/2
12
880
2-13/16
1
2-1/2
16
1565
3-5/8
2
2-1/2
* With a 40-psi pressure in the main with the hydrant flowing to atmosphere,
a 2-1/2-in. hydrant outlet will discharge approximately 1000 gpm and a
4-1/2-in. hydrant nozzle will discharge approximately 2500 gpm.
** Size of tap on main, with no significant length of discharge piping.
Water from the existing system or other approved source shall be made to
flow at a constant measured rate in the new main. At a point not much
more than 10 feet downstream from beginning the new main, water
entering the new main shall receive a dose of chlorine fed at a constant rate
such that the water will have not less than 25 mg/L free chlorine. Measure
the chlorine concentration at regular intervals in accordance with Standard
Methods, AWWA M12, or using appropriate chlorine test kits. The
following Table gives the amount of chlorine required for various pipes:
Chlorine Required to Produce 25 mg/L
Concentration in 100 ft of Pine - by Diameter
Pipe 100 1 percent
Diameter Chlorine Chlorine Solutions
Inch lb. 11L
4 .013 0.16
6 .030 0.36
8 .054 0.65
10 .085 1.02
12 .120 1.44
16 .217 2.60
1 % chlorine solution requires 1 lb. of calcium hypochlorite in 8 gallons of
water.
SPEC-745.000 3 - 33 745000m
7
Strong' chlorine solution ui the main being treated shall not flow into mains
in service. The chlorinated water shall be retained in the main for at least
24 hours, during which time all valves and hydrants shall be operated in I
order to disinfect the appurtenances. At the end of the 24 hour period the
treated water in all portions of the main shall have a residual of not less ' 1
than 10 mg/L free chlorine.
Preferred equipment for applying liquid chlorine is a solution feed vacuum
operated chlorinator in combination with a booster pump for injecting the
chlorine gas solution water into the main to be disinfected. f
A.3 '
Flushing
After the applicable retention period, heavily chlorinated water shall not
remain in prolonged contact with the pipe. Chlorinated water shall be
flushed from the main until chlorine concentration is no higher than
generally in the system for domestic use.
The environment to which the chlorinated water is to be discharged shall '
be inspected. The Contractor shall be responsible to ensure that the
receiving area is not damaged by the chlorinated water and shall use a
reducing agent for neutralization when necessary.'
A.4 Bacteriological Test
After final flushing and before the water main is placed in service, samples
of water shall be collected from the end of the main and each branch line
for testing for bacteriological quality in accordance with Standard Methods,
for the Examination of Water and Wastewater, and shall show the absence
of coliform organisms. Samples shall be at a rate of one per every 1000 Ak
feet of pipe. If water in the pipe does not meet the Minnesota Department '
of Health requirements, disinfection procedure shall be repeated until
meeting the requirements. Acceptance forms from the governing agency ,
shall be furnished to the Engineer.
B. Hydrostatic Testing of Water Main 1
Each valved section shall be subjected to the pressure test and, if required, the
leakage test prescribed herein. Testing for the two (2) hour duration shall be with ,
hydrants closed, and valves on hydrant leads and dead end water lines open. Once
this portion of the test is completed, the valve on the hydrant leads and dead end
water lines shall be closed and hydrants opened. The specified test pressure shall '
be applied, and the test repeated for 15 minutes to establish the condition of the
hydrant lead valves. I
SPEC-745.000
3-34
745000m '
This shall apply to both the pressure and leakage test. The Engineer or Owner
may require the Contractor to test the first section of pipe installed to demonstrate
the Contractors ability to install the pipe in an acceptable manner. When the
connection to the existing system is not made with a valve, the Contractor shall test
the existing section to the first available valve(s) to determine the condition of the
existing system, or the Contractor may make provisions to test his work separately,
prior to connection to the existing system, in a manner acceptable to the Engineer.
The Contractor shall furnish the pump, pipe connections, gauges, and measuring
equipment, and shall perform the testing in the presence of the Engineer. The
pressure gauge for the test shall be an Ashcroft Model 1082 with 4-1/2 inch dial
face at 1 psi increments. Where permanent air vents are not provided, the
Contractor shall provide and install corporation cocks at the high points as needed
for release of air as the line is filled with water.
Where concrete reaction blocking is placed, the water main shall not be subjected
to hydrostatic pressure until at least 5 days have elapsed after the concrete
placement, with the exception that this period may be reduced to 2 days where high
early strength concrete is used.
At the option of the Engineer, the pressure and leakage tests may be conducted
simultaneously. Any defective joints, pipe, fittings, valves, or hydrants, revealed
during the testing or before final acceptance of the work shall be satisfactorily
corrected and the tests shall be repeated until the specified requirements have been
met.
B.1 Pressure Test: The section being tested shall be slowly filled with water
and the specified test pressure shall be applied after all air has been
expelled from the pipe. A hydrostatic pressure of 150 pounds per square
inch, gauge pressure, measured at the lowest point of elevation, shall be
applied by means of a pump connected to the pipe in a satisfactory manner.
The gauge pressure shall be checked after a minimum of two (2) hours. A
pressure drop of 1 psi or less will be cause to accept the test section.
Several attempts must be made to satisfy the Engineer the pressure test will
not be successful. If the drop is more than 2 psi after these attempts, the
Engineer may authorize the leakage test in writing for acceptance.
Service Pipe may be tested at the time of the foregoing test, if installed, at
the Contractor's option. However, testing of service pipes may be
completed as a separate operation from main testing, and if so, the test
pressure shall be 100 p.s.i. Service pipe testing, if done separately, shall
be done with the corporation stop open.
' SPEC-745.000 3 - 35 745000m
B.2 Deakage Test: After an unsatisfactory pressure test, and if authorized in
writing by the Engineer a leakage test shall be performed on each valved
section of water main to determine the quantity of water that must be
supplied into the section to maintain a test pressure of 150 pounds per
square inch, after the air in the pipeline has been expelled and the pipe has
been filled with water. The water added shall be recorded to the nearest
fluid ounce.
After filling the pipe with water and expelling all air in the line, a pressure
of 150 psi shall be applied in the same manner as prescribed for the
pressure test, and sufficient water shall be measured and supplied into the
pipe section to maintain the pressure for a test duration of two (2) hours.
Each pipe section tested will be accepted if the leakage does not exceed the
quantity determined by the formula as shown in the table below, based on
an allowable leakage of 11.65 gpd/mile/nominal diameter inch at 150 psi.
L = SD4P
133,200
L = Maximum permissible leakage in gallons per hour
S = Length of pipe tested
D = Nominal diameter of pipe in inches
P = Average test pressure during the test, in pounds per square inch,
gauge pressure.
ALLOWABLE LEAKAGE PER 1000 FEET OF PIPE
GALLONS
PER
HOUR
Avg.Test
Pressure
Nominal Pipe Diameter - in.
psi
4
.
$
10
12
14 :y
16
1$
200
0.43
0.64
0.85
1.06
1.28
1.48
1.70
1.91
2.12
2.55
175
0.40
0.59
0.80
0.99
1.19
1.39
1.59
1.79
1.98
2.38
150
0.37
0.55
0.74
0.92
1.10
1.29
1.47
1.66
1.84
2.21
125
0.34
0.50
0.67
0.84
1.01
1.18
1.34
1.51
1.68
2.01
100
0.30
0.45
0.60
0.75
0.90
1.05
1.20
1.35
1.50
1.80
. 70
0.25
0.38
0.50
0.63
0.75
0.88 .
1.00
1.13
1.26
1.51
If the pipe section under test contains pipe of various diameters, the
allowable leakage will be the sum of the computed leakage for each size.
�j
sPEc-745.000 3 - 36 745000m
When requested, the Contractor shall furnish a written report of the results
' of leakage tests, which shall identify the specific test section, the average
pressure, the duration of test, and the amount of leakage.
' C. Electrical Conductivity Test - Ductile Iron Watermain
The Contractor shall perform a conductivity test within one week after completion
of pressure testing of the main on all iron pipe water mains.
The Engineer or owner may require the Contractor to test the first section of pipe
installed to demonstrate the Contractors ability to install the pipe in an acceptable
manner. When the connection to the existing system is not made with a valve, the
Contractor shall test the existing section to the first available valve(s) to determine
the condition of the existing system, or the Contractor may make provisions to test
his work separately, prior to connection to the existing system, in a manner
' acceptable to the Engineer.
The system (pipeline, valves, fittings and hydrants) shall be tested for electrical
' continuity and current capacity. The electrical test shall be made after the
hydrostatic pressure test and while the line is at normal operating pressure.
Backfilling shall have been completed. The line may be tested in sections of
convenient length as approved by the Engineer.
' Direct current of 350 amperes plus or minus 10 %, shall be passed through the
pipeline for 5 minutes. Current flow through the pipe shall be measured
continuously on a suitable ammeter and shall remain steady without interruption
or fluctuation throughout the 5-minute test period.
Insufficient current or intermittent current or arcing, indicated by large fluctuation
of the ammeter needle, shall be evidence of defective contact in the pipeline. The
cause shall be isolated and corrected. Thereafter, the section in which the
defective test occurred shall be retested as a unit and shall meet the requirements.
' Sources of D.C. for these tests may be motor generators, are welding machines,
or other approved sources. All such equipment shall be furnished by the
' Contractor.
' Cables from the power source to the section of system under test should be of
sufficient size to carry the test current without overheating or excessive voltage
drop.
Note: After the test, the hydrant shall be shut off and a cap loosened to allow
hydrant drainage. Tighten cap after drainage.
SPEC-745.000 3 - 37 745000m
D. Trace Wire - PV Waterm ain '
The Contractor shall perform a conductivity test on all trace wire prior to
acceptance of the watermain system. A low voltage circuit shall be completed with
the use of a suitable voltage source and meter to ensure continuity of the trace
wire.
In the event that a closed clamp circuit cannot be completed, the cause shall be '
isolated and corrected. Thereafter, the section in which the defective test occurred
shall be retested as a unit and shall meet the requirements.
E. D-Mratio I Insmetion
At the completion of the project and in the presence of the Engineer and the '
Contractor, representatives of the Owner shall operate all valves, hydrants, and
water services to ascertain that the entire facility is in good working order; that all '
valve boxes are centered and valves are opened; that all hydrants operate and drain
properly; that all curb boxes are plumb and centered; and that water is available
at all curb stops. '
DUI / UI l; ul ►Y
A. Watermain
W ' atermam of each type and diameter shall be measured separately m linear feet.
Measurements shall be made along the pipe centerline without deductions in length
for fittings, valves and other specials. Lengths of branches shall be measured from y'
the centers of connecting pipes to centers of valves or fittings. in the case of
hydrant leads, the compensation length shall be from the center of the connecting
main to the center of the valve. All length shall be measured in a .horizontal plane
unless the grade of the pipe exceeds fifteen percent.
B. Valves
Valves of each kind and size shall be measured separately as complete units '
including the valve box setting.
C. Hydrant With Valve. ,
Hydrant with valve shall be measured on a per unit basis. The unit includes '
hydrant, 6" valve and valve box, 6" pipe between valve and hydrant, crushed rock,
and blocking or restraining devices and hydrant flag.
SPEC-745.000 3 - 38 745000m '
D. Fittings
Fittings shall be measured on a pound basis of standard weight of fittings as
published in
AWWA C110 excluding the weight of glands, gaskets, bolts or other
accessories.
If the Contractor chooses to use compact ductile iron fittings, AWWA
C153, measurement
compensation for material price and weight differences shall
be per AWWA C110. The fitting weights for payment purposes are provided in
the following table:
DUCTILE -IRON & GRAY -IRON MECHANICAL -JOINT FITTINGS
Weight in Pounds per AWWA C110
Bends 01-M )
90 45 2- 2
11-1/4 Sleeves C=
4"
55 50
50
50 35 15 15
6"
85 75
75
75 45 25 25
8"
125 110
110
110 65 45 45
10"
180 155
160
160 85 60 65
12"
255 215
220
220 110 80 85
14"
340 270
275
275 165 130 120
16"
430 340
345
345 200 175 155
18"
545 420
430
430 240 225 220
20"
680 530
535
540 275 285 255
24"
1025 755
765
770 360 400 390
Reducers
(MJ-MJ)
X4 X6
X8
XQ X12 XX114. Xl X18 X20
6"
60 -
-
- - - - - -
8"
80 95
-
- - - - - -
10"
105 115
135
- - - - - -
12"
135 150
165
190 - - - - -
14"
- 190
210
230 255 - - - -
16"
- 230
250
280 305 335 - - -
18"
- -
295
325 350 380 415 - -
20"
- -
-
375 405 430 470 510 -
24"
- -
-
- 550 575 615 660 705
SPEC-745.000 3 - 39 745000M
Tees
611
8"
10"
12"
14"
16"
18"
20"
24"
Crosses
Lall _ Jl
6"
8"
loft
1211
14"
16"
1811
20"
24"
E.
F.
G.
X4
115
165
235
315
X44
140
189
260
340
Y¢ M M M X14 X16 M X24
125 -
175 185
250 260
325 340
435 450
540 550
590 605
725 735
985 1000
—.
160 -
205 235
285 310
360 385
475 500
575 605
625 655
760 790
1025 1045
310
-
-
390
410
-
465
540
585
570
590
710
620
640
755
755
775
795
1020
1030
1055
740 - - -
905 945 - -
945 1140 1185 -
1075 1400 1720 1815
X10 X12 X14 2U_6 M X24
380
-
-
460
495
-
540
630
710
645
685
830
685
725
870
820
860
905
1085
1110
1155
895 - -
1060 1130 - -
1085 1330 1415 -
1200 1590 1965 2155
Granular Material
Granular material used as specified shall be measured on a per ton basis. Weight
slips shall be required.
Boring
Borings shall be measured in linear feet as specified on the plans or approved by
the Engineer. The water main carrier pipe shall be measured under the water main
item.
Water Service Connection
Water service connections shall be measured on a unit basis for each size and type.
The connection shall include the corporation stop, tapping saddle where required,
curb stop, and curb box.
SPEC-745.000 3 - 40 745000M
H. Service Lines
Service lines shall be measured in lineal feet horizontally from the centerline of the
water main to the end of the service line. Separate measurements shall be made
for each size of service line required.
I. Insulation
Insulation shall be measured by the square foot for the specified thickness.
J. Raise Valve Box
Raising valve boxes for the final lift of bituminous paving shall be measured per
each.
6. BASIS OF PA S�MENT
A. Water Main
Water main shall be paid for at the contract unit price per linear foot for each type
and diameter. Payment for the excavation and backfilling of the trench shall be
included in the payment for the water main and testing, as well as any required
dewatering, sheeting or shoring for which separate payment is not provided.
B. Valves
Valves of each type and size shall be paid for at the unit contract price per each,
including installation, valve box and adjustment of the valve box-
C. Hvdrant with Valve
Hydrant with valve shall be paid for at the unit contract price per each including
installing hydrant, connecting piece of pipe (between valve and hydrant), valve,
valve box, concrete base, coarse gravel and blocking, hydrant flag, and adjustment
of the hydrant and auxiliary gate valve.
D. Fittings
Fittings shall be paid for at the unit contract price per pound including installation
and blocking.
SPEC-745.000 3 - 41 745000M
E. Granular Material
Granular material shall be paid for at the contract unit price per ton based on
weight tickets collected at the project site. The price shall include all costs for
delivery, placement and compaction.
F. Borin
Borings shall be paid for at the contract unit price per linear foot of boring for each
type and size of casing pipe specified. The payment per linear foot shall include
the payment for furnishing and installing the casing pipe. The water main carrier
pipe shall be paid for under the appropriate bid item.
G. Water Service Connec
Water service connection shall be paid for at the contract unit price per each type
and size including corporation stop, curb stop, curb box and tapping saddle where
required.
H. Service Lines
Service lines shall be paid for at the contract unit price per linear foot for each type
and size of service line installed.
1. Insulation
Insulation shall be paid for at the contract unit price per square foot.
J. Raise Valve Box
Raising valve boxes shall be paid for at the contract unit price per each. Payment
shall be compensation for all materials, equipment, and labor to raise the valve box
to final grade for the final lift of bituminous paving.
END OF CHAPTER 3
SPEC-745.000 3 - 42 745000m