1999-02 Technical Spec Manual•
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John. O~tver & Associates, Inc.
580 Dodge Avenue • Elk River, MN 55330
(612) 441-2072 * FAX: 44.1-5665
' f 201 W. Travelers Trail, Suite 200 • Burnsville, M!V 55337
~ (612) 894-3045. FAX: 894-3049
Civil Engineering .Land Surveying • Land Planning
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TECHNICAL SPECIFICATION MANUAL
FOR
SITE GRADING, SANITARY SEWER, WATERMAIN, STORM SEWER
& PAVING IMPROVEMENTS
JMJ PROPERTIES, INC.
MINNEAPOLIS OUTLET CENTER
ALBERTVILLE, MINNESOTA
FEBRUARY, 1999
JOHN OLIVER & ASSOCIATES, INC.
201 WEST TRAVELERS TRAIL, SUITE 200
BURNSVILLE, MINNESOTA 55337
(612) 894-3045
(612) 894-3049 FAX
File: 7253.10-03
I hereby certify that this plan,
specification or report was prepared
by me or under my direct supervision
and that I am a duly Registered
Professional Engineer under State
of Minnesota Statutes Sections
326.02 to 326.16.
John C. Bertelsen Reg. No. 14960
GENERAL INDEX
TITLE SHEET
GENERAL INDEX
INFORMATION FOR BIDDERS
SECTION 02010 SUBSURFACE INVESTIGATION
SECTION 02101 DEMOLITION SITE PREPARATION AND 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
SECTION 02750 SANITARY SEWER LIFT STATION
APPENDIX "A"
JOINT POWERS WATER BOARD STANDARD REQUIREMENTS FOR DESIGN AND
CONSTRUCTION OF WATERMAIN -FEBRUARY 1998
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INFORMATION FOR BIDDERS 'r'
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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.
BIDDING DOCUMENTS
The following documents are available for bidders:
- This Technical Specification Manual
- Civil Drawing Sheets C-1 through C-12
- Geotechnical Exploration Study by GME Consultants, Inc. (Available on request from the
Owner or General Contractor)
OWNER
The Owner and Owner's representatives are:
Bob Morse, Steven Smallbone
JMJ Properties, Inc:
107 Sinclair Drive
Muskegon, MI 49441
1-616-798-4670 (Voice)
1-616-798-4611 (Facsimile)
DESCRIPTION OF PROJECT
This proj ect consists of site preparation, site grading, construction of watermains,sanitary sewers,
lift station with forcemain, storm sewer, pavement construction and turf restoration for the
proposed MINNEAPOLIS OUTLET CENTER 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, including future
development areas in the east portion of Lot 1, Block 1, and in Outlots B, C and D.
• Constructing wetland mitigation in three areas in Outlot A.
• Creating upland public value credit area in Lot 1, Block 1 west of proposed Building A.
• Installing and maintaining erosion control measures and temporary erosion and siltation
control devices.
• Constructing a channel to divert two ditches.
IB-1 of 2
' Sani ,Sewer
• Onsite sanitary sewer gravity pipe system.
• Lift station with forcemain connection to existing gravity manhole in the center of
County Road 19 -requires direction boring or jack-bore casing.
' Watermain
• Onsite distribution system with wet tap connection to the existing main on the west side
of County Road 19.
' Storm Sewer
• Onsite gravity pipe system.
Pavements
• Onsite entrance road, parking lot and service road construction with. granular borrow,
' .gravel base and bituminous paving.
IB-OS PROJECT ACCESS
' Access to the project is only off County Road 19 at the approximate location of the proposed
entrance road into the project.
' IB-06 PERMITS
The Contractor shall obtain and pay for all construction permits and licenses except that the
Owner will obtain the following:
1. Minnesota Department of Health permit for watermain construction.
2. Minnesota Pollution Control Agency permit for sanitary sewer extension.
The Grading Contractor will be required to execute a permit application with the Owner for the
N.P.D.E.S. General Storm Water Permit required from the Minnesota Pollution Control Agency.
IB-07 SCHEDULE
' The construction schedule will be established b the Owner.
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' IB-08 PAYMENT
Method of payment for the proposed work, and the terms for payment will be specified by the
' Owner or General Contractor.
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' IB-2 of 2
SECTION 02010
SUBSURFACE INVESTIGATION
PART1 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 GME Consultants, Inc. dated May 6, 1996.
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 a part 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
SECTION 02101
DEMOLITION, SITE PREPARATION, AND EROSION CONTROL
PART1 GENERAL
1.01 SECTION INCLUDES
A. Removal of existing fencing
B. Erosion Control requirements
1.02 RELATED SECTIONS
A. Section 02200 -Earthwork
B. Section 02510 -Asphaltic Concrete Paving
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 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.
02101-1
PART 3
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EXECUTION
3.01 REMOVALS
A. Remove existing fencing. The Contractor shall remove all fencing identified as
being within the site. Where fencing crosses boundary lines as monumented in
the field, the Contractor shall tie off the existing fence at the property line. If
fenceposts are required at the boundary line in order to tie off the existing fence
the Contractor shall supply the necessary fence posts at no additional cost to the
owner.
Disposal of the fencing off the site shall be the responsibility of the Contractor.
B. Remove existing field and driveway culverts when not needed for site access.
C. Clear, grub and remove all trees and brush within the site grading area. Disposal
offsite is the responsibility of the Contractor.
3.02 EROSION- CONTROL
A. The Contractor shall employ erosion control methods in accordance with MnlDot
Spec. 1803.5, and 2573.
B. 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. Construct sediment collection and control ponds. These may be temporary
or permanent ponds.
3. Install pond outlet pipes and sediment control outlet risers or other control
release devices.
4. Construct temporary swales as site grading proceeds to direct runoff and
sediment from the grading area to ponds.
5. Install other erosion control devices and/or seeding in proposed construction
areas within 48 hours of completion of the grading within an area.
02101-2
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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.
3.03 CLEARING AND GRUBBING
A. The Contractor will clear and grub all trees and vegetation within the limits of
site grading.
END OF SECTION
02101-3
SECTION 02200
EARTHWORK
PART1 GENERAL
1.01 SECTION INCLUDES
A. Site excavations
B. Rough grading
1. Remove topsoil and stockpile for later reuse.
2. Grade and rough contour site.
C. Finish grading:
1. Finish grade subsoil in non-landscaped areas.
_ 2. Compact subsoil (paved areas).
3. Finish grade topsoil in landscaped areas.
D. Site embankments.
E. Wetland Mitigation and Public Value Credit Creation.
F. Turf Establishment
G. Compaction.
H. Testing.
1.02 RELATED SECTIONS
A. Section 02101 -Demolition, Site Preparation, and Erosion Control
B. Section 02223 - Backfilling for Utilities
C. Section 02512 -Asphaltic Concrete Paving.
D. Section 02513 -Portland Cement Concrete Paving
E. Section 02514 -Portland Cement Concrete Walks, Curbs and Gutters.
F. Section 02720 -Drainage and Storm Sewer System
G. Section 02730 -Sanitary Sewer System
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 Edition and Supplemental Specifications
thereto, except English units will be used and Method Measurement and Basis
of Payment do not apply.
02200-1
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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
1 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.
1.06 PROTECTION
' A. Identify required lines, levels, contours, and datum.
i 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.
' 02200-2
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' 1.07 SUBSURFACE CONDITIONS
A. The Geotechnical Engineer's report is available on request of 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 2 PRODUCTS
2.01 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 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:
Wetland Buffer Areas -
CRP Tallgrass Mix, from Prairie Restorations, Inc., PO ]Box 327, Princeton, MN
' 55371, 1-612-389-4342. By weight this mixture includes:
35% Big Blue Stem
7.5% Side Oats Grama
2% Canada Wild Rye
3% Switch Grass
' 25% Little Blue Stem
25% Indian Grass
2% Kalms Brome
' 0.5% Prairie Drop Seed
Areas not in mitigation or buffer areas - Mn/DOT Spec. 3876
' Mixture 68A and Perennial Rye Grass.
' 02200-3
F. Mulch: Mn/DOT Spec. 3882, Type 1.
' 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 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 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.
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2. Without specific authorization from the Owner, no essentia
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. Identi and veri re uired lines levels, contours and datum.
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' 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.
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.
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.
' 02200-5
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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.
F. Excavation cut not to interfere with normal 45 degree bearing splay of
foundation.
02200-6
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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.
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 95% of the Modified Proctor density.
2. Fill used below 3 feet under paved areas shall be compacted to a minimum
of 90% of Modified Proctor density.
3. Compaction of all fill under building shall be compacted to 95% Modified
Proctor Density.
4. All other areas shall be compacted to 90% of Modified Proctor density.
02200-7
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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 outside of Wetland Mitigation and PVC areas.
1. Seed mixture shall be Mn/DOT 68A at 120 pounds per acre, plus perennial
rye grass at 50 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.
B. Wetland Mitigation Areas
1. Mitigation areas will be created by excavating soil from the designated areas
adjacent to existing wetlands to the average elevation indicated on the plans.
2. The finished surface in the mitigation area will undulate, with slopes no
greater than 5:1, to provide a varying water depth.
3. The upper 12 inches of the mitigation areas will contain or have placed
hydric soils consisting of a dark clay matrix. Topsoil from wetlands
impacted by site grading will not be respread in mitigation areas, to help
prevent establishment of exotic vegetation such as Reed Canary Grass.
4. No seeding will be done in the wetland mitigation areas unless the desired
vegetation is not likely to occur naturally within a five year period in which
case an appropriate species will be selected and seeded or planted.
02200-8
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S. Best Management Practices (BMP) must be established along the perimeter
of the mitigation area before, and maintained until vegetation is re-
established.
6. The Contractor will take reasonable steps to prevent the invasion of exotic
species (i.e. Purple Loose Strife, Eurasion Milfoil, etc.) that would inhibit the
mitigation plan re-vegetation goal.
7. Mitigation areas will be monitored for five years after creation in accordance
with the Minnesota Wetland Conservation Act.
C. Wetland Buffer Area
1. The area of wetland buffer within Outlots B, C and D will be prepared by
' eliminating existing vegetation using a Glyphosate herbicide such as
Roundup following label instructions. Allow at least seven days after
' application, they burn off remaining dead plant material. Prepare soil by
discing 4 inches deep and raking to a smooth, firm seed bed. Apply seed
mixture at 10 pounds per acre if drill seeding, or 20 pounds per acre if
broadcast seeding.
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
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on which the original seed has failed to grow, using the type o
by the Engineer.
4. No fertilizer will be applied.
' S. 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
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' 02200-9
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SECTION 02223
BACKFILLING FOR UTILITIES
PART1 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. Section 01410 -Testing Laboratory Services
B. Section 02200 -Earthwork.
C. Section 02720 -Drainage and Storm Sewage System
D. Section 02730 -Sanitary Sewer System
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 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 Watermain and Service Line Installation and
Sanitary Sewer and Storm Sewer Installation, City Engineers Association of
Minnesota, 1988.
1.04 TESTING
A. Soil and density testing will be performed by an independent Testing Agency.
02223-1
PART 2 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. Granular Material Gradation Classification
Percent Passing Material Use Designation
Sieve Size Foundation Bedding Backfill
3 Inch
2 Inch Common
1 Inch 100 100 Backfill
3/4 Inch 85-100 90-100 (Section 02200)
3/B Inch 30-60 50-90
No. 4 0-10 35-80
No. 10 20-65
No. 40 0-3 5
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.
02223-2
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Backfill Place above bedding. Common Backfill as
specified in Section 02200.
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
A. Subsoil: Reused; free of gravel larger than 3-inch size, and debris.
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
ASPHALTIC CONCRETE PAVING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Hot mix-Asphaltic concrete placement.
B. Gravel Base placement.
1.02 RELATED SECTIONS
A. Section 02200 -Earthwork
B. Section 02514 -Portland Cement Concrete Walks, Curb and Gutters: Curbs
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 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 MnlDOT certified formula for bituminous pavements.
1.05 QUALITY ASSURANCE
A. Mixing Plant: Conform to Mn/DOT standards.
B. Obtain materials from same source throughout.
1.06 TESTS
A. Analysis of Gravel Base and asphaltic mix will be performed by an independent
testing laboratory.
02512-1
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PART2 PRODUCTS
2.01 MATERIALS
1
A. Select Granular Borrow: Mn/DOT Spec. 3149.
B. Class 5 Gravel Base: Mn/DOT Spec. 3138, recycled or virgin materials.
C. Bituminous Base Course: Mn/Dot Spec. 2331, Type 31B or 32B.
D. Wearing Course: Mn/Dot Spec. 2331, Type 41B or 42B.
PART 3 EXECUTION
3.01 COMPACTION REQUIREMENTS
A. Subgrade soils from 0 to 3 feet below subgrade shall be compacted to 95% 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 95% 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.
C. Asphalt wearing and base courses shall be compacted to a minimum of 95%
maximum Marshal density for the job-mix formula.
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.
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 BASE AND WEAR COURSES
A. In accordance with Mn/DOT Spec. 2331.
02512-2
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3.06 TESTS AND SAMPLES
A. Compaction testing and samples provided as follows:
1. One sample for a Marshall density test per 1000 tons of mix installed.
2. One core sample for in place density tests for every 3,500 square yards of
surface installed.
4. Density tests taken with a portable nuclear testing density device as directed
by the Owner.
5. 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
PART1 GENERAL
1.01 SECTION INCLUDES
A. Curbs and gutters.
B. Surface finish.
C. Curing.
1.02 RELATED WORK
A. Section 02200 -Earthwork
B. Section 02512 -Asphaltic Concrete Paving
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 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
A. See Architectural Specification for Sidewalks.
02514-1
PART 2 PRODUCTS
2.01 CONCRETE MATERIALS
A. For curbing using manual placement use Concrete Mix No. 3A32 per Mn/DOT
Spec. 2461.
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
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.
B. Maintain records of placed concrete items. Record date, location of pour,
quantity, air temperature and test samples taken.
END OF SECTION
02514-2
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SECTION 02665
WATER SYSTEM
PART1 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, 1995 Edition and Supplemental Specifications
thereto, except English units will be used and Method Measurement and Basis
of Payment do not apply.
1.04 REGULATORY RE UIREMENTS
Q
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.
1.06 PROTECTION
02665-1
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A. Identify required lines, levels, contours, and datum.
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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 of 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.
' PART2 PRODUCTS
2.01 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
02665-2
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.
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E. Seed Mixtures:
Upland Public Value Credit (PVC) Areas -
CRP Tallgrass Mix, from Prairie Restorations, Inc., PO Box 327, Princeton, MN
55371, 1-612-389-4342. By weight this mixture includes:
40% Big Blue Stem
3% Side Oats Grama
2% Canada Wild Rye
10% Switch Grass
10% Little Blue Stem
35% Indian Grass
Areas not in mitigation or PVC - Mn/DOT Spec. 3876
Mixture 68A and Perennial Rye Grass.
F. Mulch: Mn/DOT Spec. 3882, Type 1.
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 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
02665-3
LI
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 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.
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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 subj ect 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
02665-4
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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.
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.
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
02665-5
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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.
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.
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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
02665-6
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contours of subgrade.
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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 95% of the Modified Proctor density.
2. Fill used below 3 feet under paved areas shall be compacted to a minimum
of 90% of Modified Proctor density.
3. Compaction of all fill under building shall be compacted to 95% Modified
Proctor Density.
4. All other areas shall be compacted to 90% 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 outside of Wetland Mitigation and PVC areas.
1. Seed mixture shall be Mn/DOT 68A at 120 pounds per acre, plus perennial
rye grass at 50 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.
02665-7
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.
B. Wetland Mitigation Areas
1. Mitigation areas will be created b excavatin a roximatel 12 inches of
Y g pp Y
soil from the designated areas adjacent to existing wetlands, or to the average
elevation indicated on the plans.
2. The finished surface in the mitigation area will undulate, with slopes no
greater than 5:1, to provide a varying water depth.
3. The upper 12 inches of the mitigation areas will contain or have placed
hydric soils consisting of a dark day matrix. Topsoil from wetlands impacted
by site grading will not be respread in mitigation areas, to help prevent
establishment of exotic vegetation such as Reed Canary Grass.
4. No seeding will be done in the wetland mitigation areas unless the desired
vegetation is not likely to occur naturally within a five year period in which
case an appropriate species will be selected and seeded or planted.
5. Best Management Practices (BMP) must be established along the perimeter
of the mitigation area before, and maintained until vegetation is re-
_ established.
6. The Contractor will take reasonable steps to prevent the invasion of exotic
species (i.e. Purple Loose Strife, Eurasion Milfoil, etc.) that would inhibit the
mitigation plan re-vegetation goal.
7. Mitigation areas will be monitored for five years after creation in accordance
with the Minnesota Wetland Conservation Act.
' C. Public Value Credit (PVC) Area
1. The area of upland buffer, Public Value Credit, will be prepared by
eliminating existing vegetation using a Glyphosaate herbicide such as
Roundup following label instructions. Allow at least seven days after
application, they burn off remaining dead plant material. Prepare soil by
discing 4 inches deep and raking to a smooth, firm seed bed. Apply CPR
Tallgrass Mix at 10 pounds per acre if drill seeding, or 20 pounds per acre if
broadcast seeding.
02665-8
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
02665-9
SECTION 02720
STORM SEWAGE SYSTEM
PART1 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. Section 02200 -Earthwork.
B. Section 02223 - Backfilling for Utilities.
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 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 Watermain and Service Line Installation and
Sanitary Sewer and Storm Sewer Installation, 1988, 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.
PART2 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.
02720-1
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.
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.
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.
02720-2
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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 Spec. 3601.
PART 3 EXECUTION
3.01 INSTALLATION
A. Pipe: Mn/DOT Spec. 2503.
B. Structures: Mn/DOT Spec. 2506.
C. Riprap: Mn/DOT Spec. 2511.
END OF SECTION
02720-3
SECTION 02730
SANITARY SEWAGE SYSTEMS
PART1 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. Section 02200 -Earthwork.
B. Section 02223 - Backfilling for Utilities.
1.03 REFERENCES
A. Divisions II and III Minnesota Department of Transportation Standard
Specifications for Construction, 1995 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, 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 2 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
0273 0-1
strength requirements indicated on the Plans, Specifications, and Special
Provisions. The grade used shall be resistant to aggressive soils or corrosive
substances in accordance with the requirements of ASTM D-543.
PART 3
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.
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.
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.
02730-2
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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
1 prescribed grade 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
1 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
1 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
I 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
I from entering the joint space, until the joint seal is effected. Backfill in the
bell area shall be left loose.
1 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
' 02730-3
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.
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 c
nsation
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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 acast-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.
4. The concrete cast-in-place base shall be poured on undisturbed or firmly
compacted foundation material which shall be trimmed to proper elevation.
02730-4
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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. 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.
' 02730-5
i, J
The air supply hose, connected from the compressor to the plug shall be a
1 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 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
1 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.
Pipe 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.
02730-6
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.
A table for converting water height to gauge pressure is as follows:
Groundwater Level Over
Top of Pipeline
Added Pressure to be
Applied to Gauge
Pressure Readings
i~
1 Foot
2 Feet
3 Feet
4 Feet
5 Feet
6 Feet
7 Feet
8 Feet
9 Feet
10 Feet
0.43 psig
0.86 psig
1.29 psig
1.72 psig
2.16 psig
2.59 psig
3.01 psig
3.44 psig
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
02730-7
SECTION 02750
SANITARY SEWER LIFT STATION
PART 1-GENERAL
1.01 SECTION INCLUDES
1 A. Sanitary Sewer Lift Station Wet Well and Valve Vault
B. Pumps.
C. Pipe, fittings and appurtenances.
' D. Controls.
E. Concrete slab
' 1.02 SUBMITTALS
A. Submit three sets of shop drawings for the wet well, pumps, valve vault and controls to
the engineer for review. Allow five days for review. Shop drawings shall include layout,
dimensions; construction materials, valves, fittings, pumps, pump guide system,
forcemain, control equipment, and control schematics as applicable to the specific
installation.
' 1.03 QUALITY ASSURANCE
A. Comply with all state and local codes including the City of Albertville, the Minnesota
' Electrical Code, and as required for component parts specified in related sections of this
specification.
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1.04 REFERENCES
A. AWWA =American Water Works Association, ASTM =American Society of Materials
Testing.
1.05 PERMITS
A. The Contractor is responsible for obtaining any permits required for accomplishing the
work and supplying any bonds or fees required therefore. Permits required for plan
approval will be obtained by others.
1.06 LIFT STATION DESCRIPTION
A. The sanitary sewer lift station installation consists of a 60 inch diameter precast concrete
wet well, a 60 inch diameter precast concrete valve vault (dry well), duplex submersible
02750-1
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non-clog pumps, station controls with intrinsically safe wiring for alternating pump
sequencing, PVC forcemain, bituminous driveway and concrete control slab.
B. The suggested pumps and manufacturer is Meyers 4RX l OM6 ,1 hp explosion proof non-
clog pump and Pump Pac controls. This is to provide the standard for quality,
configuration and operation by which alternates will be reviewed. Suggested alternates
are ABS and Hydromatic pumps and controls.
PART 2 -MATERIALS
2.01 WET WELL AND VALVE VAULT
A. The wet well and valve vault are constructed from precast manhole barrels, top slab and
lower barrel section with integral base slab sections: Conform to ASTM C-76 with R-4
type gasketed joints.
B. Access Hatch and Frame: Hatch leaves shall be 1/4 inch thick aluminum with non-slip
surface. Frame shall be 1 /4 inch thick welded aluminum. Hinges shall be heavy duty
forged brass with stainless steel pin. Hatch assembly shall gave snap/slam lock with
removable exterior key wrench and inside handle, enclosed spring or torsion bar operator
for easy opening, automatic hold open arm with release handle, and exterior padlockable
hasp. Size and location of hatch in the top slab in accordance with pump manufacturers
recommendations. Hatch opens away from entrance road for removal of pumps.
C. Check Valve: Valmatic 500 Series.
D. Valve: Resilient seated gate valve, AWWA C509, with 200 psi working pressure rating
handwheel operated, and Class 150 flanges.
E. Discharge Piping: Ductile iron pipe with flanged joints.
' F. Fittings: Ductile iron pipe short body flanged, AWWA C153.
G. Pump Guides: SRA 44 two inch diameter stainless steel with stainless steel supports at
' a maximum 10 foot interval, and 2 minimum per pump. The guides shall not support the
weight of the pump when the pumps are operating.
H. Lifting Chain: Galvanized steel.
' 2.02 PUMPS
Meyers 4RX, 1 hp, 1150 rpm, 120/240 volt, 1 phase, 60 cycles, recessed impeller capacitor
start/run, NEMA L type or equivalent. Pump capacity is 85.0 gpm at 12.5 feet total dynamic
02750-2
head. Pumps shall be warranted for five years to be free from defects.
Power cables to the control panel are of one continuous length without splicing.
2.03 CONTROLS
A. Controls: Pumpak Ltd., St. Paul Minnesota, or equivalent.
The control panel will be low profile, two door, pedestal mounted on a concrete slab
adjacent to the wet well, and contain a U.L. 508/913 serialized label. NEMA 3R
enclosure with exterior padlockable hasp. Skirting around enclosure from cabinet to
concrete slab, Forest Green color.
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Terminal strips shall be provided for connecting pump, control wires, and the alarm.
B. The Normal Power Main Circuit Breaker: Suitable for use as the service entrance
disconnect. Provide an thermal magnetic main circuit breaker sized according the system
load per the NEC. It shall be "E" frame or better and rated for an minimum of 14,000
AIC at 470 VAC or 10,000 AIC at 240 VAC. A door interlocked, padlockable operating
handle shall prevent the enclosure door from opening while the main circuit breaker is
in the ON position. A defeat mechanism shall be included on the operating handle for
use by authorized service personnel.
Each pump shall be provided a circuit breaker and a full voltage across the line magnetic
starter with ambient-compensated, quick trip Class 10 overload sensing in each phase to
provide overcurrent and running protection. An alternating relay shall be provided to
alternate pumps for each successive cycle of operation. Starters shall have auxiliary
contacts to operate both pumps for the override condition. An interlock relay shall be
provided to automatically re-connect the control circuit in case of a circuit breaker trip
on one pump.
C. Manual Emergency Power Transfer Switch and Receptacle: Consisting of a main
breaker switch, an emergency breaker switch (E-frame or better) and a mechanical
interior capable of switching the normal power source off while switching the emergency
power source on. Also included is a Crouse Hinds AR1041-S22 receptacle mounted on
the side of the panel.
D. Inner door mounted 13/16" hand-off-auto (H-O-A) rotary, heavy duty H-O-A switch and
oil tight running light for each pump.
E. Provide condensation protective heaters and thermostat for control panel.
02750-3
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F. Alarm light with red Texan lens shall be supplied and be mounted on the exterior of the
control panel enclosure. Alarm shall be activated for high liquid level in wet well, pump
failure and power failure.
G. Elapse Time Meter: For each pump with a six digit read out (99999.9), benon-resetable,
and operate off the starter motor auxiliary contact.
H. Level Control: Mercury tube float switches suspend from stainless steel bracket,
adjustable for level without tools.
I. All wiring is intrinsically safe low voltage.
J. All equipment is warrantied against defects in material and workmanship for one year
1 after final acceptance by the Owner. Any repairs or replacements will be made to new
condition and with new parts without cost to the Owner during the warranty period.
' 2.04 FORCEMAIN
' A. PVC pipe with slip-on joints, AWWA C900 or High Density Polyethylene pipe and
fittings in accordance with ASTM D 3035 and ASTM F 714, Pipe SDR 11 for an internal
pressure rating of 190 psi at 50 Degrees F. Joints with sockets are fusion in accordance
' with ASTM D 2683, and with butt fusion in accordance with ASTM D 3261.
B. Connection to the existing manhole in County Road 19 will be by boring a steel casing
or directional boring under the County Road. Open cut at the County Road is not
allowed.
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C. With PVC Forcemain use Ductile Iron Short body fittings, Class 350, AWWA C153.
Incorporate joint restraint into follower gland, Megalug or equivalent.
2.05 CONCRETE SLAB
MnDOT Mix No. 3A41 installed in accordance with MnDOT 2301. Compact upper three
feet of subgrade to 95 percent Modified Proctor Density.
PART 3 -EXECUTION
3.01 INSTALLATION AND STARTUP
A. Pipes and appurtenances: Installed in accordance with the applicable local regulations,
manufacturers and AWWA requirements. The discharge piping and forcemain shall be
hydrostatically tested in one complete segment at 150 psi for two hours. An acceptable
test shall not lose any pressure over the test period.
02750-4
B. The lift station pumps and controls shall be installed in accordance with the
' manufacturers recommendations. Upon completion of the installation, all aspects of the
station operation shall be tested to determine the station is fully functional. Once
determined to be fully functional, the manufacturer, or representative, shall provide
' adequate onsite time to train the owners representative in the complete operation of the
station, and to demonstrate that the station is fully functional. Provide two complete sets
of equipment specifications and operating instructions in a three ring note book for the
owners records. For this installation, the City of Albertville is the Owner.
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END OF SECTION
02750-5
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APPENDIX "A"
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CONTENTS
CHAPTER 1. RULES AND REGULATIONS
CHAPTER 2. WATERMAIN DESIGN STANDARDS
CHAPTER 3. CONSTRUCTION SPECIFICATIONS
CHAPTER 4. STANDARD DETAIL PLATES
CHAPTER 5. STANDARD FORMS
CHAPTER 6. "AS BUILT" REVIEW CHECK-LIST
CHAPTER 7. ADDENDA
SPEC-745.000 i
745000m
' SPEC-745.000
745000m
SECTION 1. P TR p A I
The Joint Powers Water Board System (hereinafter called the Water System) shall be operated as
a public utility and convenience from which revenue will be derived, subject to the provisions of
these Specifications.
' These standard utility specifications have been adopted by the Joint Powers Water Board
(hereinafter called the Board) and shall apply to all physical water utility structures and
' appurtenances constructed for the purpose of providing water service within the system operated
by the Board.
t SECTION 2. COMP IA_N('E WITH PROM. IONS
No person shall make, construct, or install any water service installation, or make use of any
water service connected to the water system except in the manner provided in these Specifications,
nor shall any person make, construct, install, or make use of any installation connected to the
water system contrary to the regulatory provisions of these Specifications.
1 SECTION 3 WATER E
' A. Fxt. fisting Service tub . Service stubs have been installed to serve some homes and
businesses presently located in the service area. For those homes and businesses, the
connections are ready for use by the existing structures in the service area.
B. Annlication for Water ervice Co nerrinn. In the event additional connections or stubs
are required or desired, applications shall be made to the Board.
All such applications for service stubs shall be made by the owner of the ro ert to be
P P Y
served, or his duly authorized agent, and shall state the size and location of the service
connection required, and the applicant shall, at the time of making application, pay to the
Board the amount of fees required for the installation of the service connection as
hereinafter provided. The application shall also contain the name of the owner, a
description of the property, lot, block and addition, name of road upon which the property
fronts, and the signature of the applicant, or his agent, agreeing to conform to the rules
and regulations that may be established by the Board as conditions for the use of water.
C. Permit to Connect Fee. A permit must be obtained to connect to the water system. The
fee for each permit shall be as set by Board resolution from time to time.
D. Conditions of Permit. A connection charge and the permit fee, as determined by resolution
of the Board, shall be paid at the time of making application for water service. In addition
thereto, before any permit shall be issued, the following conditions shall be complied with:
' SPEC-745.000 ), - 1 745000m
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` SECTION 4. PRIVATE WE L
Private wells may be maintained and continued in use after connection is made to the water
system, provided there is no means of cross-connection between the private well and the public
supply at any time. Hose bibbs that will enable the cross-connection of the two (2) systems are
prohibited on internal piping of the well supply system. The threads of the boiler drain of the well
volume tank shall be removed or the boiler drain hose Bibb replaced with a sink faucet. Outside
hose bibbs will not be installed on the public system where dual water systems are in use.
ECTION 5 INSTALLATION ND (»vSTR TION RFn~REMENTS ND
SPECIFICATION
A. Supervision. All work performed within the limits of the service area shall be under the
direct supervision of the Water System Inspector.
B. Authority to do Work. Only persons authorized by the Board shall tap any distributing
main or pipe of the water system, or insert stop cocks or ferrule therein. All service lines,
fittings, and appurtenances shall be installed by or under the direct supervision of a State
of Minnesota Licensed, Insured, and Bonded Master Plumber or a Board approved State
of Minnesota Licensed, Insured, and Bonded Contractor.
C. ExcavatiorL. If the installation is to be in a surfaced street, the location of the watermain
shall be ascertained and, upon completion of the construction, the street restored to its
previously existing condition. The expense of such construction and restoration shall be
borne by the applicant.
D. Separate Co necr;nn~ and Meter . No more than one housing unit or building shall be
supplied from one service connection except by special permission of the Board.
Whenever two (2) or more parties are supplied form one pipe, connecting with the
distribution main, each building or part of the building must have a separate stop box and
a separate meter.
E. House Service inee. All installations of house service lines shall comply with the
following:
1. House service pipe must be laid with sufficient waving to allow not less than one
foot (1') extra length and in such manner as to prevent rupture by settlement.
2. House service lines must be placed not less than seven and one-half feet (71h')
below the surface and arranged so as to prevent rupture by freezing.
3. A shut off or other stop cock shall be used and placed so as to be protected from
freezing.
' SPEC-745.000 1 - 3
745000m
SECTION 7 M T R
A. Meter Use Req >;rPrt. Except for extinguishing of fire, no person except authorized Board
employees or Board representatives shall use water from the water supply system or permit
water to be drawn therefrom unless the same be metered by passing through a meter
supplied or approved by the Board.
B. Installation of Meter . All water meters hereafter installed shall be in accordance with the
' following rules:
1. The service pipe from the watermain to the meter shall be brought through the
,~ floor in a vertical position. The stop and waste valve shall be installed about
twelve inches (12") above the floor.
' 2. The meter shall be located so that the bottom is from six to twelve inches (6"-12")
above the finished floor line. The meter shall be set not more than twelve inches
' (12"), measured horizontally from the inside line of the basement wall, unless an
alternate method is approved by the Plumbing Inspector. A suitable bracket to
support the meter in a proper horizontal position and to prevent noise from
vibration shall be provided.
3. All meter installations shall have a stop and waste valve on the street side of the
meter. In no case shall there be more than twelve inches (12") of pipe exposed
between the point of entrance through the basement floor and the stop and waste
+, valve.
4. A stop and waste valve shall also be installed on the house side of the meter.
Meter setting devices shall be of copper pipe or tubing from the terminus of the
' service pipe up to and including the house side stop and waste valve.
5. Gate valves shall be brass one hundred twenty-five (125) pound standard.
C. Maintenance Repair and Replacement
1. Replacement of Meter. All water meters shall be and remain the property of the
Board and may be removed or replaced or changed as to size and type by the
Board whenever deemed necessary.
' SPEC-745.000 I - 5 745000m
and/or may require residents whose address ends in an even number to water on even numbered
days and residents whose address ends in an odd number to water on odd number days. New sod
and/or seed is exempt from lawn watering restrictions during the first growing season.
' After publication of the resolution or two days after mailing of the resolution to each customer,
conviction of this violation shall be a petty misdemeanor as defined by Minnesota Statutes and
each day will be considered a separate violation.
The Board may shut off water at the street following the third violation until such times as the
' property owner complies with the restrictions. A $25.00 shut-off and $25.00 turn-on fee will be
added to the penalties.
r E TI
~N lt. FSTRI TED rROHIEI D A TS
A. Unauthorized Turn On nr Turn Off. No person, except an authorized Board employee or
Board representative, shall turn on or turn off any water supply at the stop box without
' permission from the Board.
B, Unauthorized e of Hydrants, InterferPncP With X ists em. No person, other than
authorized Board employees, bg'r :t~. c; f~°°^ Board representatives, or fire department
personnel, shall operate fire hydrants or interfere in any way with the water system
without first obtaining a permit to do so from the Board.
C. Supplying Water to O hers. No erson sha
p 11 permit water from the water system to be
used for any purpose except upon his own premises unless written consent is first obtained
' from the Board.
' SECTION 11 DI ONT N E OF SERVI E
' Water service may be shut off at any stop box connection whenever:
A. The owner or occupant of the premises served, or any person working on any pipes or
equipment thereon which are connected with the water system, has violated, threatens to
violate, or causes to be violated, any of the provisions of °^'~•*~^~ ~.r„ ' n4~ ~ the Board
Amendment to Operating and Authorization Agreement Regarding Late Fees dated
' December 14, 1987.
B, Any charge for water, service, meter, or other fmancial obligation imposed on the present
or former owner or occupant of the premises served is unpaid.
' C. Fraud or misrepresentation by the owner or occupant of the premises served in connection
with an application for service.
' SPEC-745.000 1 - 7 745000m
SECTION 1 P 1R~0 INT
The Joint Powers Water Board System (hereinafter called the Water System) shall be operated as
a public utility and convenience from which revenue will be derived, subject to the provisions of
these Specifications.
These standard utility specifications have been adopted by the Joint Powers Water Board
(hereinafter called the Board) and shall apply to all physical water utility structures and
' appurtenances constructed for the purpose of providing water service within the system operated
by the Board.
SECTION 2 OMP TANrF WITH PROVI ION
No person shall make, construct, or install any water service installation, or make use of any
water service connected to the water system except in the manner provided in these Specifications,
nor shall any person make, construct, install, or make use of any installation connected to the
water system contrary to the regulatory provisions of these Specifications.
SECTION 3, W TER E
A. Existing Service h1hS. Service stubs have been installed to serve some homes and
businesses presently located in the service area. For those homes and businesses, the
connections are ready for use by the existing structures in the service area.
B. Annlicatio for Water ervice on_nection. In the event additional connections or stubs
are required or desired, applications shall be made to the Board.
All such applications for service stubs shall be made by the owner of the ro ert to be
P P Y
served, or his duly authorized agent, and shall state the size and location of the service
connection required, and the applicant shall, at the time of making application, pay to the
Board the amount of fees required for the installation of the service connection as
hereinafter provided. The application shall also contain the name of the owner, a
1 description of the property, lot, block and addition, name of road upon which the property
fronts, and the signature of the applicant, or his agent, agreeing to conform to the rules
and regulations that may be established by the Board as conditions for the use of water.
C. Permit to Connect Fee. A permit must be obtained to connect to the water system. The
fee for each permit shall be as set by Board resolution from time to time.
D. Conditions of Permit. A connection charge and the permit fee, as determined by resolution
of the Board, shall be paid at the time of making application for water service. In addition
thereto, before any permit shall be issued, the following conditions shall be complied with:
' SPEC-745.000 1 - 1 745000m
F
E ,.
1. No permit shall be issued to tap or connect with any watermain or water system
of the Board either directly or indirectly from any lot or tract of land unless it shall z
be determined that:
a. The lot or tract of land to be served by such connection or tap has been l
assessed for the cost of construction of the watermain and source of water _.~
1~ plant and well system with which the connection is made; or ~ 1
b. If no assessment has been levied for such construction cost, the proceedings
for levying such assessments have been or will be commenced in due
course; or
c. If no assessment has been levied and no assessment proceedings will be
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completed in due course, a sum equal to the portion of cost of construction '
of said watermain and source of water plant and well system which would .~
be assessable against said lot or tract has been paid to the Board. The
assessable cost is to be determined by the Board.
d
All
.
costs for watermain shutdown, wet tapping, temporary services, or
other connection related services shall be the responsibility of the
permittee. In critical service areas, the Board may direct the permittee to
f
install wet taps or other devices to minimize water service disruption. It ~_ -
shall be the responsibility of the permittee to pay for these devices.
2
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e app
cant shall submit three copies of a service plan to the Board for review, 1'
for service lines two inches in diameter and greater. The service plan shall show
the service line route and length, and shall call out the service line materials,
~
fittings, connections, and joints. The service plan shall be revised by the applicant ~
if and as deemed necessary by the Board. Adherence to the approved service plan '
shall be a condition of the permit. Any deviation from the approved plan shall ~
require the Board's written approval.
3. A water meter shall be obtained from the Board at the time the permit is applied `(
for.
`,
E. Inspections. All house service lines shall be '
inspected by the Water System Inspector __ _
before the same is covered to insure proper construction of the line and connection to the
service stub. The owner or contractor shall notify the Water System Inspector when the t
service pipe is ready for inspection. Inspections require a ~4 48 hour notice.
SPEC-745.000 1 _ 2
745000m
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` SECTION 4. PRIVATE WEL
Private wells may be maintained and continued in use after connection is made to the water
system, provided there is no means of cross-connection between the private well and the public
supply at any time. Hose bibbs that will enable the cross-connection of the two (2) systems are
prohibited on internal piping of the well supply system. The threads of the boiler drain of the well
volume tank shall be removed or the boiler drain hose bibb replaced with a sink faucet. Outside
hose bibbs will not be installed on the public system where dual water systems are in use.
ECTION 5, LN, TAL ATION NIA ONSTR TION FCZiJIREMFNTS ANn
SPECIFICATION
A. u rvi i n. All work performed within the limits of the service area shall be under the
direct supervision of the Water System Inspector.
B. Autho ' do Work. Only persons authorized by the Board shall tap any distributing
main or pipe of the water system, or insert stop cocks or ferrule therein. All service lines,
fittings, and appurtenances shall be installed by or under the direct supervision of a State
of Minnesota Licensed, Insured, and Bonded Master Plumber or a Board approved State
of Minnesota Licensed, Insured, and Bonded Contractor.
C. Excavation. If the installation is to be in a surfaced street, the location of the watermain
shall be ascertained and, upon completion of the construction, the street restored to its
previously existing condition. The expense of such construction and restoration shall be
borne by the applicant.
D. Separate Connectiorie and Meter . No more than one housing unit or building shall be
supplied from one service connection except by special permission of the Board.
Whenever two (2) or more parties are supplied form one pipe, connecting with the
distribution main, each building or part of the building must have a separate stop box and
a separate meter.
E. House Service Line . All installations of house service lines shall comply with the
following:
1. House service pipe must be laid with sufficient waving to allow not less than one
foot (1') extra length and in such manner as to prevent rupture by settlement.
2. House service lines must be placed not less than seven and one-half feet (71h')
below the surface and arranged so as to prevent rupture by freezing.
3. A shut off or other stop cock shall be used and placed so as to be protected from
freezing.
' SPEC-745.000 1 - 3
745000m
4. All service lines two inches (2") in diameter or less shall be type K copper tubing.
~° ~ ^~ .,,'..;.,,,,.,, One inch (1 ") copper tubing shall be used for runs up to one ~ 1
hundred fifty (150') feet. ?s 1 1r\rlJll ^~°^~'°a *'~^* ° Y ^f -~~~~m»-~ One and one- '
half inch (1'/z ") copper tubing shall be used for runs from one hundred fifty feet
to three hundred feet (150'-300'). Service line runs of over three hundred feet K
shall be appropriately sized and shall require written approval from the Board.
5• -~-~~ All underground copper tubing joints shall be flared
~r-a-1 FE~r~pre ,' fl -', ~'~ unless otherwise approved by the
Designated Water System Inspector. R~
6. Joints and copper tubing shall be kept to a minimum with not more than one joint
used for service up to seventy feet (70') in length.
7. All joints and connections shall be left uncovered until inspected and tested at
r
normal water line pressure. x
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8. All service lines over two inch (2") diameter shall be of ~, ductile iron, or
polyvinyl chloride, with push-on or mechanical joints.
9. Connections at mains for domestic supply shall be at least one inch (1 "). ; ~,
c~
10. No water pipe shall be connected with any pump, well, tank, or piping that is
connected with any other water supply other than the public system.
G
SECTION 6 SERVI E PIP ~ "'
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A. Maintenance and Repair. It shall be the responsibility of the consumer or owner to ;
maintain the service pipe from the curb box into the house or structure. In the case of
failure upon the part of any consumer to repair any leak occurring in l~ the house or
structure side of the curb box within twenty-four (24) hours after verbal or written notice
thereof, the water will be shut off and will not be turned on until the service charge of ~
$250 has been paid and the leak repaired. When the waste of water is great, or when
damage is likely to result from the leak, water may be turned off immediately pending ' 1
repairs.
B. Abandoned Service In tallation . All service installations that have been abandoned or
have not been used for one year, or for any reason have become useless for further
service, may be disconnected at the main by the Board, and all pipe and appurtenances
removed shall be the property of the Board. Any expense incurred by the Board shall be i
charged to the property and, if not paid within thirty (30) days, shall be treated as a
delinquent account pursuant to the Board Amendment to °°^'~~*~^^ ~T^ ~ n4~ ~ ^F *~, ,
Operations and Authorization Agreement Regarding Late Fees dated December 14,
1987. --
SPEC-745.000 1 - 4 745000m e
I~
' SECTION 7 M T R,
A. Meter Use Rea iu red. Except for extinguishing of fire, no person except authorized Board
employees or Board representatives shall use water from the water supply system or permit
water to be drawn therefrom unless the same be metered by passing through a meter
supplied or approved by the Board.
B. Installation of Meters. All water meters hereafter installed shall be in accordance with the
following rules:
1. The service pipe from the watermain to the meter shall be brought through the
' floor in a vertical position. The stop and waste valve shall be installed about
twelve inches (12") above the floor.
2. The meter shall be located so that the bottom is from six to twelve inches (6"-12")
above the finished floor line. The meter shall be set not more than twelve inches
(12"), measured horizontally from the inside line of the basement wall, unless an
alternate method is approved by the Plumbing Inspector. A suitable bracket to
support the meter in a proper horizontal position and to prevent noise from
' vibration shall be provided.
3 , All meter installations shall have a stop and waste valve on the street side of the
meter. In no case shall there be more than twelve inches (12") of pipe exposed
between the point of entrance through the basement floor and the stop and waste
valve.
4. A stop and waste valve shall also be installed on the house side of the meter.
Meter setting devices shall be of copper pipe or tubing from the terminus of the
' service pipe up to and including the house side stop and waste valve.
' S, Gate valves shall be brass one hundred twenty-five (125) pound standard.
C. Maintenance. Repair and Replacement
1. Replacement of Meter. All water meters shall be and remain the property of the
Board and may be removed or replaced or changed as to size and type by the
Board whenever deemed necessary.
' SPEC-745.000 1 - $ 745000m
_~
,~
2. Maintenance and Repair. The Board shall maintain and repair all meters when
rendered unserviceable through ordinary wear and tear and shall replace them if
necessary. However, where any replacement or repair or adjustment of any meter t '
is necessary because of damage from hot water backup, damage from freezing
water, or damage from any act, carelessness, or negligence of the owner or
occupants of any premises, any expense incurred by the Board to repair said '
damage shall be charged against and collected from the water consumer, and water ,
service may be discontinued until the cause is corrected and the amount charged
collected.
D. Meter Tests. When a consumer makes a complaint that the bill for any past services has
been excessive, the Board shall, upon written request, have such meter re-read. If the
consumer remains dissatisfied and desires that the meter be tested, said consumer shall
then make a deposit of $30.00 and the Board shall test the meter. The consumer shall, if 3
~^ ''°°~~°^ desired, be present when such test is made. In case a test should show an
error of over five percent (5 %) of the water consumed in favor of the Board, the deposit r
will be refunded to the consumer and a correctly registering meter will be installed and the
date of written request and the minimum charge shall not be affected. In case the test , ~'
shows an accurate measurement of water or an error in favor of the consumer, the amount
deposited shall be retained by the Board to cover the expenses of making such test. ~ "'
E. Unauthorized Tampering with Meter. No person not authorized by the Board shall
'~
`_. _
connect, disconnect, take apart, or in any manner change or cause to be changed or
interfere with any such meter or the action thereof. F
E>
SECTION 8. AUTHORI ED WATER OFF r~~
~.:
In case of fire or alarm of fire, water may be shut off by the Board to insure a supply for the fire
fighting. In making repairs or construction of new works, water may be shut off at any time and
kept shut off as long as necessary by the Board. No water shut-off shall be undertaken without ~ =
the permission of the Board or its agents unless such shut-off is undertaken for emergency
purposes to prevent system damage or major leakage. ~
~. ti
SECTION 9. WATER ON~ERVATION MEASiTRF ,'
~~t#e~°`e~-tie-~ea-rd-,hall de=°~"''~ 'h ' ~ -~ In case of emergency or water supply 1
__ _ ____ ___ _ , shorta~c, as detcrmincd by the Eoard, the Board may, by resolution, ,
limit the times and hours during which water may be used ~-^-r *~° «~~* *~ for ~~
sprinkling, irrigation, car washing, air conditioning, or other uses specified
uses. - --- ---- ., ,.° ~.,,.°,~ :,, .~,° ^f~:,.;.,, ~• ,• ~ * The
Board may prohibit lawn and garden watering between the hours of 10:00 a.m. and 6:00 p.m.,
SPEC-745.000 1 - O 745000m ~. ,
~-
1
' and/or may require residents whose address ends in an even number to water on even numbered
days and residents whose address ends in an odd number to water on odd number days. New sod
and/or seed is exempt from lawn watering restrictions during the first growing season.
' After publication of the resolution or two days afrer mailing of the resolution to each customer,
conviction of this violation shall be a petty misdemeanor as defined by Minnesota Statutes and
each day will be considered a separate violation.
The Board may shut off water at the street following the third violation until such times as the
' property owner complies with the restrictions. A $25.00 shut-off and $25.00 turn-on fee will be
added to the penalties.
ECTION 10 FSTRI TED ND pROHIBI A TS
A. ITnauthorized Turn On or T rn Off. No person, except an authorized Board employee or
Board representative, shall turn on or turn off any water supply at the stop box without
' permission from the Board.
B. IJnauthori e ~ of Hydrants Interferen~P With SXstem. No person, other than
authorized Board employees, Board representatives, or fire department
personnel, shall operate fire hydrants or interfere in any way with the water system
without first obtaining a permit to do so from the Board.
C. Supplying Water to Or-hers. No erson
p shall permit water from the water system to be
used for any purpose except upon his own premises unless written consent is first obtained
' from the Board.
SECTION 11 DI (ANT N E OF SERVI E
Water service may be shut off at any stop box connection whenever:
A. The owner or occupant of the premises served, or any person working on any pipes or
equipment thereon which are connected with the water system, has violated, threatens to
violate, or causes to be violated, any of the provisions of ^'~~*~^^'~T^ 1eQ~ 'the Board
Amendment to Operating and Authorization Agreement Regarding Late Fees dated
December 14, 1987.
B. Any charge for water, service, meter, or other financial obligation imposed on the present
or former owner or occupant of the premises served is unpaid.
' C. Fraud or misrepresentation by the owner or occupant of the premises served in connection
with an application for service.
' SPEC-745.000 1 - 7 745000m
~1
~, ~t
D. In the event that the Board is proposing to shut off water service in anon-emer
e
g
ncy
situation, said shut-off shall be preceded by ten (10) days mailed notice, by first class mail,
postage prepaid, to the last billing address of the owner and/or occupant of the premises.
Said notice shall indicate the reason for the proposed shut-off and that the owner and/or
occupant has the right to demand a hearing before the Board prior to the expiration of the ~~
ten (10) days as to the cause for said shut-off. In the event that said hearing is,held, the
Board shall consider testimony and evidence presented by the owner and/or occupant and ,
determine whether or not the shut-off is justified under the regulations of the Board. In ,
the event that a hearing is not demanded, it shall be deemed waived.
SECTION 12. RI HT OF ENTRY POWER
A
h
i
d B
ut
or
ze
oard employees or Board representatives shall have free access at reasonable hours
of the day to all parts of every building and premises connected to the water system for reading
of meters and inspection.
>.
SECTION 13. DI .i A R OF LIABILITY
t
The Board shall not be liable for any deficiency or failure in the supply of water to consumers, ~ _,
whether occasioned by shutting the water off for the purpose of making repairs or connections, '
or from any other cause ~+~~v whatsoever 4__,
.
~~
k-
END OF CHAPTER 1 ~'~
Le
~~
s
~-
~'
~~
~~
.~
SPEC-745.000 1 - $ 745000m '
t
1
745000m
~'YATERMAIN DESi(;N ST NDARD4
1. The minimum size of watermain '
is 6 inches.
' 2. Only when looping a watermain is impractical in the Board's opinion, dead-end mains will
be allowed. No dead-end mains greater than 600 feet in length shall be considered.
3. The dead-end of a main shall be equipped with a fire hydrant for flushing purposes.
' 4. Hydrants shall be spaced so that all portions of a ~ residential lot and all portions
of a commercial, industrial, or ~~ institutional building to be protected fall within
a 250 foot radius of a hydrant.
' S . Each hydrant lead shall be a ui ed with a ate va
q pp g lve for shut-off purposes.
' 6. Valves shall be placed throughout the distribution system so that each portion may be
isolated with the least interruption of service. Generally, place valves at each roadway
intersection or intersection of watermains. Refer to the Typical Water Layout detail plate.
7. The minimum depth of cover over watermains shall be 7'-6".
' 8. The minimum size of water service is 1 inch.
' 9. The design shall be in accordance with the Minnesota Department of Health and the Ten
State Standards.
1 10. All fittings and bends greater than 20 degrees shall be properly restrained with ~
°'''"" ''"" ''° ""`'~ "~ acceptable retaining glands, tie rods, or cast-in-place
concrete blocking. It is preferable to use retaining glands when possible.
' 11. Watermain shall be
placed within the paved portion of the street on City streets. The
' `vatermain shall be no closer than two feet from the front face of the gutter.
12. Easements for watermain outside of street rights-of--way shall be a minimum of 30 feet
wide. The slope in any easement shall not exceed four feet horizontal to one foot vertical
in the steepest direction.
13. Joint deflection may be used to provide a curvilinear alignment within the following
criteria:
SPEC-745.000 2 - 1 745000m
Pipe Size Minimum Curve
i e Radius ~
6 to 12 400
16 to 24 600
14. The Engineer of Record shall provide two copies of record drawings and four copies of
tie sheets within 60 days of the completion of the watermain improvements. Ties shall be
provided to each curb box, valve, and watermain stub.
15. All proposals or bids shall include PVC watermain as a base bid or as an alternate bid
item. PVC shall be required in clay, silt, or organic soils. It is the Board's requirement
that PVC watermain shall be used in all locations where the bids show it to~ be cost-
effective. It shall also be at the Board's discretion to require PVC watermain in any and
all locations.
END OF CHAPTER 2
SPEC-745.000
2-2
745000m
INDEX
WATERMAIN
CONSTRUCTION REQUIREMENTS
1. DESCRIPTION 14
2. MATERIALS 14
A. Water Main 14
B. Fire Hydrants - 16
C. Valves 1~
D. Water Service Pipe and Appurtenances lg
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 4~
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 ~4sooom
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.
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
and suppliers for approval.
2. MATERIAL
' 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
~'I
u
fl
PVC water main shall be used unless Ductile Iron water main has been approved
by the Joint Powers Water Board Engineer.
A.1 Ductile Iron Pipe: 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).
' SPEC-745.000 3 - 1,
745000m
i~
A. l.a Fib: 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.l.b 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.l.c in 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.l.d Electrical Conductiv,~ : 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 Pie: 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 Fittines: 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 C 110
(ANSI A21.10), or AWWA C153 (ANSI 21.53) Ductile-Iron
Compact Fittings.
A.2.b Joints: 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'/a -inch Medallion as manufac
tured by Clow Valve
Company, or a Pacer Model WB 67-250 as manufactured by Waterous Company,
1 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 ~ inches for the Clow Medallion and
approximately 21 ~4 inches for the Waterous Pacer hydrant, from the
' flange to the center of the nozzles, and with 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
C
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.
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 Valve: 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.
t
SPEC-745.000 3 - 4 745000m ~, '
t 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 ate valve with a
g ~
. 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 Pi e and ppurtenances
D.l i e: 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
copper water tubing, soft annealed temper and conform to the requirements
of ASTM B 88.
SPEC-745.00() 3 - 5 745000m
D.2 Appurtenances:
a. Corporati n :For use with flared copper service pipe, and the
inlet threaded with the standard AWWA taper thread.
b. r t For use with flared copper service pipe both ends,
inverted key, and Minneapolis pattern.
c. ur B x: 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, Ford Style FS 303, or approved equal.
e. Wrenches and K~~: 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. Manufacturer
Service Manufacturer's Number
Appurtenance i et r Mueller McDonald Ford
Corporation Stop 1" - 2" H-15000 4701 F-600
Curb Stop 1" - 2" Mark II Oriseal 6104 B22-333M-3/4"
H-15154 B22-444M-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
;~
r~
.1
I~
1
1
1
1
1
1
1
1
1
1
E. Polygt~l vlene F,ncacP.,,P*lt 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. 'li
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 radation lac ificatio ~: Granular materials furnished for use
in Foundation, Bedding, Encasement, or Backfill construction shall conform to the
following requirements:
Percent Passing .
'ev 'ze Foundation* e di Encasement fill
3 Inch
2 Inch 100
1 Inch 100 100 100
3/4 Inch 85-100 90-100 90-100
3/8 Inch 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-74s.000
3 - 7 ~asooom
H.2 Granular MatPr;al e De ign inn: 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 lone Desig a ; n
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.
I
Insulation
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 - $ 745000m
u
3. CONSTRiI('TION REO Ti FM NTS
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 ins ection of the
p 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
~'~.
B
C
SPEC-745.000
~~'
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 f'
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 Limit
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 unnecessary 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. -
3 - 10 ~asooom
fl
' 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
1 of the Engineer.
In areas of conflict between water 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
providing:
a. Adequate structural support for the sewers to prevent excessive
1
' deflection of joints and settling on and breaking of the water mains;
and
b. That the len th of wa
g ter 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-~as.ooo 3 - 11 74sooom
•~
D. Protection of urface tructure
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.
E. Interference of Underground Structure
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 t
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
e 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 dela s caused b the interference
Y y of
underground structures unless approved by the Engineer and included in a change
1 order.
F. Removal of Vin,-fa~P ImnrovemPnr~
Removal of surface improvements in connection with trench excavation shall be
1 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.
G. Excavation and Trench reparation
Excavatin o erations
g p shall proceed only so far m 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 ~asooom
,~
is
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 Di position 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. ' "
SPEC-745.000
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, t
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.
3 - 14 ~4sooom ,
i<
G.2 Excavat;nn T.;mirar;~nc an_ Reduirements: 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,
r additional materials shall be removed as specified or ordered - by the
Engineer to produce an acceptable foundation. All excavations below grade
e 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
of 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
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.
G.3 Sheeting and Bracing F~ccavation~: 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
t ~t
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. ~'
1a
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.
G.4 Preparation and Maintenance of Foundation : 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 745ooom ; ,
0
u
0
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 furnish 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.
J
I~
n
e SPEC-74s.000
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.
3 - 17 ~asooom
0
~,
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.1 Insoection 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 eration : 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 ewe ,
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 '
n
i
u
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
r 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
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.
H.3 Ductile Iron Pipe Jointc
' H.3.a Push-On Joint : 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
F
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
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
accordance with AWWA C-600 by means of a suitable
torque-limiting wrench within afoot-pound range of:
Pipe Size Bolt Size Torque
Inch ~
3 5/8 45-60
4-24 3/a 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 reventive coal Y°
P
tar material such as Koppers, Bitumastic Super Service Black or
Tnemec 46-457 Tnemecol. ~~~
H.4 Pol vinyl Chloride Pipe Joints: Jointing shall be in accordance with
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. - _e
SPEC-745.000 3 - 20 745000m '
n
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
1 Offset Radius
Pipe Size Deflection Angle Inch Feet
' ~ 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
' PUSH-ON JOINT
' Offset Radius
Pipe Size Deflection Angle Inch Feet
~ e r 18' 20' 18' 20'
' 3-12 -
5 19 21 205 230
14 - 36 3 11 12 340 380
H.6 Blocking and Anchoring of Pipe: 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.
- '''°" " °"'~'°`' " ^*~ The following provisions
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
' SPEC-745.000 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
22~/z° 45° 67~h° 90° 22~h° 45° 67~h° 90° 22~h° 45° 671h° 90°
3" N.R. N.R. N.R. N.R. 1' 3' 4' 8' 1' 2' 3' 4'
4" N.R. N.R. N.R. N.R. 2' 4' S' 8' 1' 3' 4' S'
6" N.R. N.R. N.R. N.R. 3' 6' 8' 9' 2' 4' S' 6'
8" N.R. N.R. N.R. N.R. 4' 7' 9' 11' 3' S' 7' 9'
12" N.R. N.R. N.R. N.R. 6' 10' 14' 17' S' 8' 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' 7' 12' 17' 20'
24" 14' 25' 37' 43' 10' 18' 26' 30' N.R. N.R. N.R. N.R.
30" 17' 30' 45' S2' 12' 21' 30' 37' N.R. N.R. N.R. N.R.
36" 19' 35' S0' 61' 14' 25' 35' 43' N.R. N.R. N.R. N.R.
42" 22' 39' S6' 69' 16' 28' 40' 49' N.R. N.R. N.R. N.R.
48" 24' 43' 63' 77' 18' 31' 45' S5' 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.
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 abrush- applied tar coating. This coating
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.
SPEC-745.000 3 - 22 745000m ~ ,
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.
i
i
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.
I. Polyethvlene Encasemenr of Pip >ine
Ductile iron pipe and/or valves, fittings, and appurtenances, shall be fully encased
in polyethylene film of 8 mil nominal thickness. The film 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.
J. Jack-Bore teel asing 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
V-
jacking pipe. Bentonite grout under pressure shall be forced through this pipe at t
~;
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 In ulation
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 '/2 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 ! ,
L. Water ervice In tallations
' Water servic
e 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 corners, fire hydrants, manholes and telephone pedestals.
Pipe terminals at the property line shall be marked on the ground surface with a
1 - 2" x 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 line
s 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.l Tan Service Line : 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 2-1/2 inch nominal inside diameter.
Unless otherwise indicated to
p 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:Q30 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 ADDL REQUIREMENT
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
. 3 8 .34 .32 .31 .30 .29 .29 .28 .28 .27
1-1/4
.45 .39 .36 .34 .33 .32 .31 .30 .30 .30
1-1/2
.44 .40 _37 .35 .34 .33 .32 .32 .31
2
.48 .44 .41 .39 .37 .36 .35 .33
ABOVE LINE-W/O SADDLE
BELOW LINE-W/SADDLE
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
0
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.
1 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. Setting Va1ve~H drant , fitting and pecials
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".
t 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
F :~
~::
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 'h inch below the finished surface of bituminous or -
concrete pavement or 6 inches below the surface of a gravel surfaced road. Valves
a11U {Ally ~~~
'"°t""°`"'°'""' ^''~•~^*°-' 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 P
have a 4"x4"x6' wood post installed, adjacent to the box, with two (2) feet above t
the ground surface. Post is not required when the valve box is installed with a ~--/
hydrant. All valves shall _
incorporate a valve stem extension that places the operating nut at ~ 6 to $-f_e~e 12
inches below finished grade. r~~
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.
N. Pipeline BackfillingQperationc
All pipeline excavations shall be backfilled 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 contiriuity in
subsequent operations and restore normal public service as soon as practicable on
asection-by-section basis. All operations shall be pursued diligently, with proper
and adequate equipment,. as will assure acceptable results.
Backfilling 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, 4
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 e
only be utilized where and to the extent there will be no detrimental effects and t
with the approval of the Engineer.
SPEC-745.000 3 - 28 745000m ,
~!
i
u
0
O
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 urface Improvem~,rs
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 745ooom
P
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.
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.
t{
E
'~
F
4
1~
[1
SPEC-745.000 3 - 30 745000m '
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 Meth d
Tablet Method may be used only when scrupulous cleanliness has been
1 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 Hypoch~~r~+P Granule
r Durin construc '
g tion, 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..~ al i 1 r' r u e
t 4 0.5
6 i.0
8
10 2.0
3.0
12 4.0
' 16 and larger 8.0
Placing Calcium Hypeschlorite Tablet
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.
' SPEC-745.000 3 - 31 745ooom
i~
Pipe
Diameter
Inch
Number of 5-g Hypochlorite Tablets
Required for Dose of 25 m~/1
Length of Pipe, feet
1 r le 1~ ~ 30
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
~--'
,~
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R
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I!
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t
t_,
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'~
745000m
Required Flow and Openings to Flush Pipelines*
140-psi Residual Pres~nrP in Water Mainl
Flow Required Size of Hydrant Outlets
' Pipe to Produce 2.5 fps Tap on
Diameter Velocity in Main ** um e i e IN
' 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,
2
a
-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 dischar e i in .
g P~P g
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
i
p
pes:
' Chlorine Required to Produce 25 mg/L
Concentration in 100 ft of Pipe - by Diameter
Pipe 100 1 percent
Diameter Chlorine Chlorine Solutions
Inch ~ ~-
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 ~asooo
m
Strong chlorine solution in 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
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
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.
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 Tests
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
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
SPEC-745.000
Hydrostatic Testing of Water Mains
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.
3 - 34
.. .
~~
~--'
~~
745000m
C~
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 Te t: 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
mea
d
h
l
,
,
sure
at t
e
owest 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 fore oin
g g test, if installed, at
the Contractor's option. However, testing of service pipes may be
completed as a separate o
eration fr
i
i
p
om ma
n test
ng, 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 Leakage 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 = SD~IP
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
GAL LON S PER HOUR
Avg.Test
Pressure No minal Pipe Diameter - in. ~-
l~ 4 C $ ~ 12 14 1( ~ 2Q 24
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.
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 Conductivit; Tect T~,~ ri1P Tr^n 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 currern 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
O 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, arc 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 Test -PVC Watermain
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. Operational Inspection
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.
5. METHOD OF MEA TRFMENT
A. Watermain
Watermain of each type and diameter shall be measured separately in 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
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. Hvdrant 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. i i
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
Bend ( MJ-M~)
24 ~ 2- /2 -l 4 Sleeves S~~ ~ig~
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 SS
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
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
al M
6"
8"
10"
12"
14"
16"
18"
20"
24"
Crosses
a( 11 M7.~
6"
8"
10"
12"
14"
16"
18"
20"
24"
115
165
235
315
140
189
260
340
~ ~$ ~ ~ ~ ~ ~
125 -
175 185
250 260
325 340
435 450
540 550
590 605
725 735
985 1000
~ X$
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
X,_Ql Y ~_2 14 Y~¢1 X ~$ ~2Q 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
E. Granular Material
Granular material used as specified shall be measured on a per ton basis. Weight
slips shall be required.
F. B rin
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.
G. Water Service onnection
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. I a i n
Insulation shall be measured by the square foot for the specified thickness.
J. Raise Va ve Box
Raising valve boxes for the final lift of bituminous paving shall be measured per
each.
6. BASIS (~F PAYMENT
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. Hydrant 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. Fitti~
Fittings shall be paid for at the unit contract price per pound including installation
and blocking.
SPEC-745.000 3 - 41 745ooom
E.
F
G
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.
B rin
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.
Water Service Connection
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.
I. n lati n
J
Insulation shall be paid for at the contract unit price per square foot.
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
4~
r-
~:
~~
F
a;
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~t
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)~
~:
~:
C
SPEC-745.000 3 - 42 745000m ' I
CURB BOX AND STOP t
TO PROPERTY LINE -, ~
VALVE
- CROSS
10'
VALVE
CORPORATION COCK
PROPERTY LINE
CURB BOX AND STOP
TO PROPERTY LINE
1
PROPERTY LINE
i ~
10' ~
t
~ _
i
~ VA LV EJ i
I
t
I
TEE
EE HYDRANT OETAIL
TYPICAL WATER LAYOUT
r
NOZZLE SECTION
OPERATING NU7 - 1"PENTAGON
2 i/'Z" HOZE CONNECTION (THREAD SIZE 3 I/16" O.D., 7 1/2" T.P.I.)
C4 1/2"PUMPER CONNECTION (THREAD SIZE 5 9/16"OD., 4" TI.P)
~_
NUT CAP
TYPE W~
CHAINS
'N
8 3/8'
~o
ti
5
7/8" ROUND HOLES
PACER HYDRANT DETAIL.
NOZZLE ARRANGEMENT
TWO 2 1/2" NOZZLE
PLUS PUMPER NOZZLE
WITH 1"PENTAGON
OPERATING NUTS
LtJOMINAL GROUND UNE
NOTE = i. 16° BREAKOFF SECTION
' 2. LEFT HAND OPERATING NUT
(1 i/2" POINT TO FLAT )
3. PAINT BARREL SECTION R£D
TO GRADE.
STANDPIPE 4. DO NOT PLUG DRAIN HOLES.
12 1/4"
BOTTOM 9 V2"
~ ~ ~ I ~.
O
T 3/8" ~
t
5~ - 0~~
EDGE OF MAT OR
BACK OF CURB
REACTION BLOCK 6AINIMUM SIZE 3 SO. FT.
TO BE USED WHEN NOT ROD TIEING ,
' MINIMUM COVER AS REQUIRED IN
SPECIFlCATIONS OR AS SHOWN ON
PLANS.
GATE VALVE WITH
MECHANICAL JOINT
TEE ANO VALVE 80X i
i 2• - 6..
SEE THRUST BLOCKING
DETAIL
';' I
.,;•~ ~.-
•~ .•
~, +` •~. !/~!`/ r ` SEE TYPICAL
HYDRANT DETAIL
WATERMAIN WITH
MECHANICAL JOINT TEE AS REQUIRED
FOR SIZE FIRE HYDRANT
LWE
/ LJOINT RESTRAINING COUPLING-TWO
3/4" ALL THREAD RODS.
POSSIBLE CONTINUOUS ROD-
CONTRACTORS OPTION
RODDING DETAIL
i
u
EACH AREA ~ V4~~ PLYW000
IS I/2 OF ; :::
TABULATED OVER FACE
TOTAL AREA OF BOLTS
~ ~~'~ r
TEE PLUGGED CROSS WYE PLUG OR CAP
~~y ~ r!
_~ , A2 ~. ~ ~ A'
• ti:' ~c°
BEND PLUGGED CROSS PLUGGED TEE
NOMINAL
FITTING
SIZE, TEE, WYE,
PLUG OR
CAP 90• BEND,
PLUGGED
CROSS TEE
PLUGGED
ON RUN
45•
22
JI 1/4•
INCHES A' A= BEND BEND BEND
4 L0 1.4 1.9 1.4 I.0 -
6 2. J 3.0 4.3 3.0 1.6 I.0 -
8 3.8 5.3 T.6 5.4 2.9 1.5 I.0
10 5.9 8.4 11.8 8.4 4.6 2.6 1.2
12 8.5 12.0 IT.O 12.0 6.6 3.4 1.7
14 11.5 16.3 23.0 16.3 8.9 4.6 2.3
16 15. 0 2! . 3 30.0 21.3 11 .6 6.0 3.0
18 19.0 2T.0 38.0 27.0 14.6 7.6 3.8
20 23.5 33.3 47.0 33.3 18.1 9.4 4.7
24 34.0 48.0 68.0 48.0 26.2 13.6 6.8
NOTE:
1. CONCRETE THRUST BLOCKING TO BE POURED AGAINST UNDISTURBED EARTH.
2. KEEP CONCRETE CLEAR OF JOINT AND ACCESSORIES.
3. IF NOT SHOWN ON PLANS , REQUIRED BEARING AREAS AT FITTING SHALL BE
AS INDICATED ABOVE, AWUSTED IF NECESSARY, TO CONFORM TO THE TEST
PRESSURE (S) ANO ALLOWABLE SOIL BEARING STRESS (ES).
4. BEARING AREAS ANO SPECIAL BLOCKING DETAILS SHOWN ON PLANS TAKE
TAKE PRECEDENCE OVER BEARING AREAS AND BLOCKJNG DETAILS SHOWN
THIS STANDARD DETAIL.
5. ABOVE BEARING AREAS BASED ON 'TEST PRESSURE OF ISO P.S_l. ANO AN
ALLOWABLE SOJL BEARING STRESS OF 2000 POUNDS PER SQUARE FOOT.
TO COMPUTE BEARING AREAS FOR DIFFERENT TEST PRESSURES AND SOIL
BEARING STRESSES, USE THE FOLLOWING EQUAT)ON =BEARING AREA =
(TEST PRESURE1150] z (2000/SOIL BEARING STRESS) z (TABLE VALUE)
THRUST BLOCKING DETAIL
1
t
f
Bc
M1N. ~ ////
f. . ~~ ..
,.
.'. ~ . ,
,._
.. ;~ .
.,- .
SUITABLE MATERIAL
6" OR i/4 Bc WHICHEVER
IS LARGER (12 ~~ AiAXlMUY)
PRING LINE
4 OR Bc/8 WHICHEVER
IS LARGER. NATURAL GROUND
GRANULAR BEDDING
NOTE ~ ALL COSTS OF EXCAVATION BELOW GRADE
ANO PLACEMENT OF GRANULAR BEDDING
SHALL BE INCLUDED IN THE BID PRICES
FOR PIPE ITEMS.
CLASS B PIPE BEDDING
4
B~
s..
,,
SUITABLE MATERIAL ';
.5 B NATURAL GROUND
THE BOTTOM OF THE TRENCH SHALL BE SHAPED
TO FlT THE PIPE BARREL FOR AT LEAST SO
OF THE OUTSIDE DIAMETER. THE REMAINDER OF
THE PIPE IS SURROUNDED TO A HEIGHT OF AT
AT LEAST 6 "ABOVE iTS TOP BY SELECT FILL
MATERIALS, PLACED 8Y HAND TOOLS AND
COMPACTED TO COMPLETELY FILL ALL SPACES
UNDER ANO ADJACENT TO THE PIPE.
NOTE : ALL COSTS OF EXCAVATION BELOW GRADE
AND PLACEMENT OF GRANULAR BEDDING
SHALL BE INCLUDED IN THE BID PRICES
FOR PIPE ITEMS.
CLASS C PIPE BEDDING
INSTALL ONE LENGTH OF WATERMAIN
PIPE WITH THE APPROPRIATE
MATERIAL ADAPTORS. CENTER
AT CROSSINGS.
i 24" i 0
_...._._
24" PROPOSED SEWER
COMPACTED SAND
~" MIN. 3" STYROFOAM
-7- ~~ INSULATION
. _,, ,._ + 5 Mt N. _~
AS REQUIRED ~ j ~- PROPOSED WATERMAIN
WATERMAIN INSTALLATION UNDER SANITARY OR STORM SEWER
CENTER ONE LENGTH
OF WATERMAIN AT
CROSSING
BENDS
AS REQURED
r.-- -
;~ ; i
SEE NOTE ~ i. ~~'~ t~~
r ~
24" I QD.I 24
5° M IN.
3" STYRFOAM
5"MIN. INSULATION
~-COMPACTED SAND
-PROPOSED SEWER
WATERMAIN 1NSTAL.LATION OVER SANITARY OR STORM SEWER
NOTES= L WHEN WATERMAIN AND SANITARY SEWER CROSSINGS HAVE LESS THAN 18"
VERTICAL SEPARATION, INSTALL CROSSING AS SHOWN.
2 WHEN Y4ATERMAIN COYER IS LESS THAN 7.5 FEET, INSTALL VYATERMAIN
UNDER SANITARY SEWER
WATERMAIN CROSSING
TRANSITION. TO SPECIFIED
DEPTH (TYP.) INSTALL .
VERTICAL BEND AS REQUIRED
PROPOSED WATERMAIN
~`
COMPACTED SELECTED
GRANULAR MATERIAL
,_~..
2'~ STYROFOAM INSUl.AT10N
4" SAND CUSHION
PIPE INSULATION DETAIL
COMPACTED TRENCH
BACKFlLL
i
1h
745000
1 ALTERNATE IRRIGATION CON
NECTION
IGATION
STEM ,
i
~I
~ ,
1
DEVELOPER/CONTRACTOR REQUIREMENTS
A ~~ hour notices must be liven to Joint rowers Water Eoard prior to beguuung
construction of water main.
2. Before new water main can be filled for testing or flushing a ~4~',$ hour notice must be
given to the Joint Powers Water Board. All tests to be carried out in the presence of a
representative of the Joint Powers Water Board or its duly authorized agent.
3. If it becomes necessary to interrupt existing water services because of new utility
construction, sufficient notice must be given to the Joint Powers Water Board so that
n ice maybe given to the affected customers ~'~ h r prior to interruption.
4. The developer or contractor shall furnish written reports on test results for hydrostatic
pressure test, electrical conductivity test, disinfection of new water main (see attached
form).
5. The developer or contractor 11 furnish the Joint Powers Water Board with as-built plans
from inked and clearly legible drawings with unnecessary construction information
removed. ~ ~ __ . - =B nr~ , , - t .. ~ r + . ~ - ~,~ ~-_ _ .
ct »
`~g:
~~..., ., .». .. w..a Su«vi i.~ ui
'.
> > -
C'~
~~
~~
C
C
ii
f
feet-
.~
UTILITY TESL REPORT
Size
Street
From
Manhole
Station
Material
Date
Job No.
Project
To City
Manhole Contractor . Owner
Station Weather Temp a.m.
D.m.
~iYDROSTATIC PRESSURE TEST
Test Time Hr/Mn Hr/Mn Hr/MN
Test Pressise PSI PSI PSI
Actual Pressiae PSI PSI PSI
Pass/Fail
CONDUCTIVITY TEST
Test Time Min Min Min
Specified Amgs AMP A~lriP A:~iP
Pass/Fail
Remarks:
Inspector
maw:forml4-11
PERMIT N0.
DATE
PERMIT FEE
PLAN REVIEW ESCROW AMOUNT
CONST. INSPECT ESCROW AMT
S 85.00
S 750.00
52,500.00
CONSTRUCTION APPLICATION AND PERMIT
JOINT POWERS WATgR BOARD
Directions: Spaces numbered 1 through 6 must be completed, 3 sets
plans and specifications submitted, and the Application signed,
before permit will be issued. (Please print or type and sign at
bottom.)
1. Date:
2. Property Address:
3. Legal Description:
Section Lot Block
Addition Plat No. Parcel No.
Property I.D. No.
4. Property Owner:
Name
Address •
Telephone Number
5. Builder:
Name
Address
Telephone Number
6. Name of street/road bordering property described at No. 3
above
' The undersigned hereby agrees as follows:
1. That attached to this Construction Application and Permit are
' plans and specifications dated
2. That all modifications of the attached plans and
specifications by the Joint Powers Water Board (hereinafter
"Board") as set forth at paragraph 14 below, shall be complied
with.
' 3. That the plans and specifications shall be accompanied by the
585.00 permit fee and a deposit of 5750.00. The 5750.00
deposit shall be used to pay any fees incurred by the Board in
reviewing the plans and specifications and as-builts. Upon
approval of the as-builts any balance remaining shall be
refunded to the applicant Board. If the amount deposited is
not sufficient to defray said incurred fees, the applicant
shall deposit additional sums as determined by the Board.
(Resolution No. 1987-1 of the Joint Powers Water Board)
4. That the undersigned shall comply with the City Code and
and Ordinances of the City of which has
'
' jurisdiction over this construction project.
S. That the undersigned has obtained all necessary permits from
the City of required bx City Code and
' Ordinance.
6. That 48 hours notice will be given to the Board's engineer and
' maintenance company for the pre-construction meeting and start
of construction.
' 7. Prior to the start of construction a construction observation
deposit of 52,500.00 will be submitted to the Board. Said
money will be used to pay any fees incurred by the Board for
' the inspection of the water construction for the development.
If the. amount is not sufficient to defray said expenses, the
applicant shall deposit additional sums as determined by the
Board. Upon approval of the as-builts, any remaining balance
shall be refunded to the applicant.
8. That within sixty (60) days of completion of this construction
project, the undersigned shall submit to the Board, in
duplicate, "As•Built" Plans certified to by a registered
engineer, along with appropriate ties for service stubs and
buried ,structures and a copy of the bacteriological, hydro-
static and conductivity tests. Upon receipt of the as-builts
the Board representatives will verify that the hydrants and
_ hvdrant auxilarv valves are within the reauired elevation
9. That either a letter or credit will be issued or a de os
p it
amounting to the eauivelent of 5500 00 per gate valve and
5500.00 per hvdrant/auxilarv valve where elevation is a
problem will be withheld from any balance of the construction
deposit. If the remaining balance of the construction deposit
' does not cover the amount to withheld then additional monies
will need to be deposited prior to sending a refund Anv costs
~'i
incurred by the Board shall be deducted from the pate valve
money or letter of credit to defrav said costs (Made on a
motion by the Board February 27, 1995 meeting and amended by a
motion of the Board May 22, 1996).
10. That the gate valves will be raised and notification shall be
given to Joint Powers by the end of the construction season
after the final lift of blackto is laid. Upon Joint Powers
• engineer approval of the gate valves and hydrants, any
' remaining balance shall be refunded. If after a reasonable
amount of time {determined by the Board) the gate valves
and/or hydrants/auxilary valves have not been corrected, the
money withheld on deposit or the letter of credit will be used
to make the necessary corrections and reimburse the Board for
anv costs they incur
' 11. Additional deposits shall be made within 30 days of request.
If additional deposits are not made within that time interest
will be charged plus any fees incurred by the Board in
' collection of any unpaid monies.
12. That the undersigned shall conform to the rules and
' regulations established by the Board as conditions for the use
of water pursuant to Resolution No. 1987-1 of the Joint Powers
Water Board.
13. That nothing in this Construction Application and Permit or
in the plan review process shall exempt the undersigned from
complying with any other legal requirements, whether local
,
state or federal.
14. That, through this Construction Application and Permit
,
neither the .Board nor its representatives warrant the
suitability of this .project for its intended purpose.
1 15. That, neither through this Construction Application and Permit
nor the acceptance of As Built Pl
d
ans,
oes the Board warrant
that this project was constructed as shown or relieve the
undersigned or its agents of any existing or future legal
' liability whatsoever.
16. That, only upon completion of the terms of this Construction
Application and Permit shall any remaining escrow funds be
refunded to the•undersigned.
17. That only upon completion of the terms of this Construction
Application and Permit
h
ll
s
a
permits for connection to the
system be issued.
18. That in no event shall any amount of the permit fee submitted
herein be refunded.
19. That the Board and its agents are hereby granted a right of
entry to the property described herein for the purpose of
inspecting the construction project and that the undersigned
consents to reasonable inspection by the Board and its agents.
C~
20. That the undersigned shall hold the Board and its agents
harmless from any personal injury or property damage occurring
on the property described herein. at all times during
inspections on said property by the Board or its agents.
21. That approval of this Construction Application and Permit is
' issued based on the following special conditions:
a. Prior to the start of construction,
assessments on the said
ro
t
l all pending
p
per
y wi
l be paid in full
to the Board, or arrangements made with the Board to
pay all pending assessments through a sign ed Water
Service Contract that will be certified to the County
Auditor for collection with real estate ta xes.
Signature of Applicant
' Signature of Owner
(If other than Applicant)
Approved by
Joint-Powers Water Board
' as updated by the Board August 26, 1996
u
File No.
City
Addition
Street
GATE VALVE
~treet(s)
Sheet No.
~ta.
~I~
u
GATE VALVE
treet(s) Street(s)
heet No. Sheet No.
Sta. Sta.
Contractor
Installed By
Tied By _
Date
Street(s)
Sheet No.
Sta.
GATE VALVE
GATE VALVE
~~
File No.
City
' Addition
' Street
Contractor
Installed By
Tied By
Date
' Block__Lot
Service No.
Seer Sercrice
- Bet_ M.H_ ~ M.H_
frcm dc~i M.H. I3o.
t' ~~ ~1 @ P.L.
Iritr. @ P.L.
fl
Sheet No.
Water Service
Sta. Bet. M.H. ~ M.H.
Dis`~a~ frctn dam M.H. I3o.
Mat_ Length ~7 @ P.L,
' Block__Lot Sheet No.
Service No,
~- ~T C~+~ _ ~
Bet
M
H+
YS
.
_
.
~ M.H.
~i-s`~ ~ fran dcw M_H. No. -
~' I)e~th @ P.L.
~• @ P.L_
Wate^ Sezgrice
Sta. Bet. M.H.~`~ ~ M.H.
~~ frrni can M.H. Igo. _
Int. L A ~ @ P.L.
JOINT POWERS WATER BOARD
"AS-BUILT" REVIEW CHECK LIST
All hydrants, gate valves and tees are stationed
_ Stationing of water stop boxes are indicated by a "w" in front of the stationing.
Size and type of all water services are noted on the plans
All gate valves are tied with at least two ties. Use the following priority:
1. Fire Hydrants
2. Manholes
3. Catch basin (if curb and gutter is in)
4. Building or other permanent structures (note addresses on plans)
5. Telephone pedestals
6. Power poles, trees, semi-permanent items
7. Stationing from hydrants, manholes, catch basin, if distance is over 100 feet.
All curb stop boxes are tied from the property line with at least two ties. Use the following
priority:
1. The served structure (note the address on plan)
2. Neighboring address (note the address on plan)
3. Fire hydrants
4. Manholes and Catch basins (if curb and gutter is in)
5. Other permanent structures (telephone pedestals, transformers, bridges, etc.)
6. Power poles, trees, semi-permanent items
7. Stationing from hydrants, manholes, catch basin; these must be used with back of
curb distances.
8. Adjacent services.
Ties are less than 100 feet where possible.
Ties on the plans and on the tie cards match
All gate valve, curb box and watermain stubs have ties on the plans and tie cards
All test data has been provided and are within the specification requirements
Bacteriological tests
Conductivity tests
Hydrostatic tests
_ Number of hydrants, auxiliary valves, and gate valves on project.
Hydrants have top of nut elevation called out.
' SPEC-745.000 745000m
JUPJ-08-1998 09 47 P.01i03
ADDENDUM
JUNE 5, 1998
JOINT POWERS WATER BOARD
STANDARD REQUIREMENTS FOR DESIGN
AND CONSTRUCTION OF WATERMAIN
ITEP" 10. 'I
REVISION TO WATERMAIN DESIGN STANDARD NUMBER 4. PAGE 2-1:
4. Hydrants shag be spaced so that all buildable portions of a rzSiGential iot
an.i all.por'tions of a comrnarcial, I~iUuStridi, tVi' i~l3kitli~i~~}~i~i IJu~ldi~~ i~: GP
protected fall within a 250 foot radius of a nyCranc 4fl ~rortiors rf a
resi:l4ntial !:+: are c.^.nsidered to be buildable c~~roe;~* arra .::~rered by
zooming setbacks or restrictive easements. {April 27, 1998 Joint Powers
Water Board meetin~ ).
i'i';:M NO. 2
ADDITION TO WATERMAIN DESIGN STANDARDS PAGE2-2:
16. Curb stops shall bG 'ar-atad at least 1 fe~ot from the ed_~~ cif t~:e str~~~=.
Right-of-Way or utility easement. (April 27, 1998 Joint Powers Water
Board meeting).
ITEM NC.). 3
ADDITtiON TO WATERMAIN DESIGN STANDARDS. PAGE2-2:
17. Curb stops shall be located at least 3 feet outside of lot driveways
andlor paved surfaces. (May 27, 199$ Joint Powers Water Board meeting).
PERMIT NO.
DATE
PERMIT FEE
PLAN REVIEW ESCROW AMOUNT
CONST. INSPECT ESCROW AMT
S 85.00
51,500.00
52,500.00
CONSTRUCTION APPLICATION AND PERMIT
JOINT POWERS WATER BOARD
Directions: Spaces numbered 1 through 6 must be completed, 3 sets
plans and specifications submitted, and the Application signed,
before permit will be issued. {Please print or type and sign at
bottom.}
1. Date:
2. Property Address:
3. Legal Description:
Section Lot Block
Addition Plat No. Parcel No.
Property I.D. No.
4. Property Owner:
Name
Address
Telephone Number
5. Builder:
Name
Address
Telephone Number
6. Name of street/road bordering property described at No. 3
above
fl
1
The undersigned hereby agrees as follows:
1. That attached to this Construction Application and Permit are
plans and specifications dated
2. That all modifications of the attached plans and
specifications by the Joint Powers Water Board (hereinafter
"Board"} as set forth at paragraph 14 below, shall be complied
' with.
3. That the plans and specifications shall be accompanied by the
585.00 permit fee and a deposit of 51,500.00. The
51,500.00 deposit shall be used to pay any fees incurred by
the Board in reviewing the plans and specifications and
' - as-builts. Upon approval of the as-builts any balance
remaining shall be refunded to the applicant Board. If the
amount deposited is not sufficient to defray said incurred
fees, the applicant shall deposit additional sums as
determined by the Board.
(Resolution No. 1987-1 of the Joint Powers Water Board}
4. That the undersigned shall comply with the City Code and
'' and Ordinances of the City of which has
Jurisdiction over this construction project.
5. That the undersigned has obtained all necessary permits from
the City of required by City Code and
Ordinance.
' 6 '
. That 48 hours notice will be given to the Board
s engineer and
maintenance company for the pre-construction meeting and start
' of construction.
7. Prior to the start of construction a construction observation
deposit of 52,500.00 will be submitted to the Board. Said
' money will be used to pay any fees incurred by the Board for
the inspection of the water construction for the development.
If the amount is not sufficient to defray said expenses, the
applicant shall deposit additional sums as determined by the
' Board. Upon approval of the as-builts, any remaining balance
shall be refunded to the applicant.
8. That within sixty (60} days of completion of this construction
project, the undersigned shall submit to the Board, in
triplicate, "As Built" Plans certified to by a
registered engineer, along with appropriate ties for
service stubs and buried structures and a copy of the
bacteriological, hydro-static and conductivity tests. Upon
receipt of the as-builts the Board representatives will
' verify that the hydrants and hydrant auxilarv valves are
within the required elevation.
' 9. That either a letter or credit will be issued or a deposit
amounting to the eauivelent of S500 00 er aate valve and
5500.00 per hydrant/auxilarv valve where elevation is a
problem will be withheld from any balance of the construction
' deposit. If the remaining balance of the construction de osit
[]
does not cover the amount to withheld then additional monies
will need to be deposited prior to sending a refund Any costs
incurred by the Board shall be deducted from the crate valve
money or letter of credit to defray said costs (Made on a
motion by
motion of the Board February 27, 1995 meeting and amended by a
the Board Ma
22
1996)
y
,
.
10. That the gate valves will be raised and notification shall be
given to Joint Powers by the end of the construction season
after the final lift of blacktop is laid Upon Joint Powers
engineer approval of the gate valves and hydrants, any
remaining balance shall be refunded. If after a reasonable
' amount of time (determined by the Board) the gate valves
andlor hydrants/auxilary valves have not been corrected, the
money withheld on deposit or the letter of credit will be used
to make the necessary corrections and reimburse the Board for
any costs they incur.
e 11. Additional deposits shall be made within 30 days of request.
If additional deposits are not made within that time interest
will be charged plus any fees incurred by the Board in
' collection of any unpaid monies.
12. That the undersigned shall conform to the rules and
regulations established by the Board as conditions for the use
' of water pursuant to Resolution No. 1987-1 of the Joint Powers
Water Board.
' 13. That nothing in this Construction Application and Permit or
in the plan review process shall exempt the undersigned from
complying with any other legal requirements, whether local,
state or federal.
~' 14. That, through this Construction Application and Permit,
neither the Board nor its representatives warrant the
suitability of this project for its intended purpose.
15. That, neither through this Construction Application and Permit
nor the acceptance of As Built Plans, does the Board warrant
' that this project was constructed as shown or relieve the
undersigned or its agents of any existing or future legal
' liability whatsoever.
16. That, only upon completion of the terms of this Construction
Application and Permit shall any remaining escrow funds be
' refunded to the undersigned.
17. That only upon completion of the terms of this Construction
Application and Permit shall permits for connection to the
O system be issued.
18. That in no event shall any amount of the permit fee submitted
herein be refunded.
19. That the Board and its agents are hereby granted a right of
' entry to the property described herein for the purpose of
inspecting the construction protect and that the undersigned
consents to reasonable inspection by the Board and its agents.
20. That the undersigned shall hold the Board and its agents
harmless from any personal injury or property damage occurring
on the property described herein at all times during
inspections on said property by the Board or its agents.
21. That approval of this Construction Application and Permit is
issued based on the following special conditions:
a. Prior to the start of construction, all pending
assessments on the said property will be paid in full
to the Board, or arrangements made with the Board to
pay all pending assessments through a signed Water
Service Contract that will be certified to the County
Auditor for collection with real estate taxes.
Signature of Applicant
Approved by
Joint Powers Water Board
Signature of Owner
' (If other than Applicant)
as updated by the Board May 1, 1998
i~
n