2000-08 Technical Spec Manual
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9'ECIINIClIb SP~IFICA~ION N[AHUIIL
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[ ,john Ohver &Associa~es, Inc..
a S80 Dodge Aven ue • Elk River, MN SS330
(763) 441 2072 • FAX.• 441-5665
Civil Engineering • Land Surveying • Land Planning
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TECHNICAL SPECIFICATION MANUAL
FOR
SITE GRADING, SANITARY SEWER, WATERMAIN, STORM SEWER
& PAVING IlVIPROVEMENTS
JMJ PROPERTIES, INC.
OUTLETS AT ALBERTVILLE
"BUIL.DING C"
ALBERTVILLE, MIl~INESOTA
AUGUST, 2000
-~!*~'~~QTA p~pARTMENT O~ HEALTH
M.
Clivis+ur+ of Envircnmenta~ Neaith
''pis is Eo ce~Y that tl:i; is
.-, ~ { of the plzn :e~erred to a 5 2004
in approval letter an wa1 e~~'~'
improvements, dated :~
JOHN OLIVER & ASSOCIATES, INC.
580 DODGE AVENUE
ELK RIVER, MINNESOTA 55330
(763) 441-2072
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File: 7523.20-03
I hereby certify that this plan,
specification or report was prepared
by me or under my direct supervision
and that I am a duly Licensed
Professional Engineer under State
of Minnesota Statutes Sections
326.02 to 326.16..
~~l~P
Todd McLouth
Date: August 21, 2000 Reg. No. 20383
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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 UTII.ITIES
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
APPENDIX "A"
JOINT POWERS WATER BOARD STANDARD REQUIREMENTS FOR DESIGN AND
CONSTRUCTION OF WATERMAIN -FEBRUARY 1998
ii
IB-01 BIDDING PROCESS
INFORMATION FOR BIDDERS
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The request for bids on this project, issuance of contract documents, receipt of
and any other part of the bidding process will be established by the Owner a
Contractor.
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IB-02 BIDDING DOCtiTMENTS
The following documents are available for bidders:
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- This Technical Specification Manual
- Civil Drawing Sheets C-1 through C-5
- Geotechnical Exploration Study by GME Consultants, Inc. (Available. on request from the
Owner or General Contractor)
The Owner and Owner's representatives are: Bob Morse, Steven Smallbone
JM7 Properties, Inc.
107 Sinclair Drive
Muskegon, MI 49441
1-616-798-4670 (Voice).
1-616-798-4611 (Facsimile)
IB-04 DESCRIPTION OF PROJECT
This project consists of site preparation, site grading, construction of watenmains, sanitary sewers.,
storm sewer, pavement construction and turf restoration for the proposed OtifTLETS AT
ALBERTVILLE - "Building C" development in Albertville, Minnesota.
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IB-03 OWNER
The various items. of work are described as follows:
Site Gradina
• Stripping topsoil and other materials unsuitable for foundation purposes.
• Recompaction of existing materials as necessary.
• Replacing unsuitable materials and constructing embankments with.. materials mined
from onsite and replacing mined materials with unsuitable materials.
• Constructing subgrades for pavement and building. pad areas.
• Installing and maintaining erosion control measures and temporary erosion and siltation
control devices.
Sanitary Sewer
• Onsite gravity pipe system.
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Watermain
• Onsite distribution system.
I 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. Mnnesota Department of Health permit for watermain construction.
2. Minnesota Pollution Control Agency permit for sanitary sewer extension.
The Grading Contractor will be uired to execute a rmit a lication with the Owner for the
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N.P.D.E.S. General Storm Water Permit required from the Minnesota Pollution Control Agency..
18-07 SCHEDULE
The construction schedule will be established by the. Owner,
IB-08 PAYMENT
Method of a en
p ym t for the proposed work, and the terms for payment will be specified by the
Owner or General Contractor.
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SECTION 02010
SUBSURFACE INVESTIGATION
PART 1 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 topsoil stockpiles
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.
PART 3 EXECUTION
3.01 REMOVALS
A. Remove existing topsoil piles. The Owner shall remove all topsoil stockpiles
identified as being within the site.
02101-1
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B. Remove existing field and driveway culverts when not needed for site access.
3.02 EROSION CONTROL
A. The Contractor shall employ erosion control methods in accordance with Mn/Dot
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. Install other erosion control devices and/or seeding in proposed construction
areas within 48 hours of completion of the grading within an area.
C. All temporary stockpiled soil material shall be secured against wind and water
erosion.
D. Interim erosion control methods employed for the protection of the work shall be
included in the Contractors Bid whether or not shown on the plan. The
Contractor may be required to remove and replace sections of erosion control
measures as part of the ordinary part of construction.
E. The Contractor shall maintain all erosion control measures until such time the
soil has been stabilized by vegetation.
END OF SECTION
02101-2
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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. Turf Establishment
F. Compaction
G. Testing
1.02 RELATED SECTIONS
A. Section 02101 -Demolition, Site Preparation, and Erosion Control
B. Section 02223 - Backfilling for Utilities
C. Section 025 i 2 - 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
1.04 REGULATORY RE UIREMENTS
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1 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
A. Identify required lines, levels, contours, and datum.
B. Identify known underground, above ground, and aerial utilities. Stake and flag
I 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 lant life lawns and other features remainin as
p g 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:
Mn/DOT Specification 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,
02200-3
' turf, etc., shall be subject to acceptable replacement after com letion of
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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.
2. Without specific authorization from the Owner, no essential utility service
shall be disrupted, nor shall any change be made in either the existing
structures or the planned installations to overcome the interference.
3. Alterations in existing facilities will be allowed only to the extent that service
will not be curtailed unavoidably and then only when the encroachment or
relocation will satisfy all applicable regulations and conditions.
4. Wherever alterations are required as a result of unforeseen underground
interferences not due to any fault or negligence of the Contractor ,the Owner
will issue a written order covering any additional or extra work involved and
specifying the revised basis of payment, if any. Any alterations made strictly
for the convenience of the Contractor ,shall be subject to prior approval and
shall be at the Contractor 's expense.
02200-4
5. No extra compensation will be allowed for delays caused by the interference
of underground structures.
3.02 PREPARATION
A. Identify and verify required lines, levels, contours and datum.
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
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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 re
uired for individual tasks
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3.04 PR OTECTION
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 GE NERAL 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.
02200-5
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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.
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.
02200-6
C. Fine rade to soil eliminatin ro h
g p g ug 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.
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 Areas
' 1. Seed mixture shall be Mn/DOT 68A at 120 pounds per acre, plus perennial
rye grass at 50 pounds per acre.
I 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.
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4. No fertilizer will be applied.
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5. Type 1 mulch shall be applied to all seeded areas.
6. All seeding and mulching shall be done within 5 days after rough grading has
been completed or as directed by regulatory agencies having jurisdiction.
END OF SECTION
02200-8
' PART 1
GENERAL
SECTION 02223
BACKFILLING FOR UTILITIES
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
1 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.
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.
02223-1
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1. Granular Material Gradation Classification
Percent Passing
Sieve Size
3 Inch
2 Inch
1 Inch
3/4 Inch
3/8 Inch
No. 4
No. 10
No. 40
No. 200
Material Use Designation
Foundation Bedding Backfill
Common
100 100 Backfill
85-100 90-100 (Section 02200)
30-60 50-90
0-10 35-80
20-65
0-35
0-10
2. Granular Material Use Designations
' Granular materials provided for Foundation, Bedding, Encasement, or
Backfill use as required by the Contracts, either as part of the pipe item unit
or as a separate contract item, shall be classified as to use in accordance with
' the following:
Material Use Designation Zone Designation
Granular Foundation Placed below the bottom of pipe grade
as replacement for unsuitable or
unstable soils, to achieve better
foundation support.
' Granular Bedding Placed below the pipe midpoint, prior to
pipe installation, to facilitate proper
shaping and achieve uniform pipe
support.
Backfill Place above bedding. 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
02223-2
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construed to restrict the use of any particular material in other zones where the
gradation requirements are met.
2.02 COMMON FII.L 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 Mn/DOT 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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PART 2 PRODUCTS
2.01 MATERIALS
A. Select Granular Borrow: Mn/DOT Spec. 3149.
B. Class 5 Gravel Base: Mn/DOT Spec. 3138, recycled or virgin materials.
C. Bituminous 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.
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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
PART 1 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 AND PEDESTRIAN RAMPS
A. See Architectural Specification for Sidewalks and Pedestrian Ramp Locations.
PART 2 PRODUCTS
2.01 CONCRETE MATERIALS
A. For curbing using manual placement use Concrete Mix No. 3A32 per Mn/DOT
Specification 2461.
02514-1
B. For curbing using slip form placement use Concrete Mix No. 3A22per Mn/DOT
Spec. 2461.
2.02 OTHER MATERIALS
A. Curing Compound shall conform to Mn/DOT Spec 3754.
EXECUTION
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
ul
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
j thereto, except English units will be used and Method Measurement and Basis
of Payment do not apply.
1
1.04 REGULATORY REQUIREMENTS
A. The Contractor shall conform to all federal, state, and local laws and regulations
governing the grading of the site.
1.05 TESTING
A. The following tests or approvals shall be performed:
1. Inspection and approval of subgrade material exposed to view after stripping,
removal and grading as required by this Specification have been performed
and prior to placing fill material.
2. Approval by the testing laboratory of material to be used as site fill.
3. Approval by the testing laboratory of material to be used as building backfill.
4. Field density tests of Engineered fill under walks, drives, pavements,
structural slabs, curbs and gutters.
02665-1
1.06 PROTECTION
A. Identify required lines, levels, contours, and datum.
B. Identify known underground, above ground, and aerial utilities. Stake and flag
locations. Before any construction begins the contractor shall be responsible to
contact Gopher One Call to locate, flag and identify all utilities in the field.
1 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.
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
MnlDOT 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
02665-2
designations for GW, SW, GP, SP, GM, SM, GC, and SC soils. All materials
will be approved by the Geotechnical Engineer.
E. Seed Mixtures:
Mn/DOT Specification. 3876
Mixture 68A and Perennial Rye Grass
F. Mulch: Mn/DOT Specificaiton 3882, Type 1.
PART 3 EXECUTION
3.01 GENERAL
A. Protection of Surface Structures:
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.
t
u
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
02665-3
' existing or proposed facilities, the Contractor shall immediate) notif the
Y Y
Owner of the affected structure. When any existing facilities are endangered,
work shall cease at the site and such precautions shall be taken as may be
necessary to protect the in place structure until a decision is made as to how
the conflict will be resolved.
' 2. Without s ecific authorization from the Owner no essential utilit servic
P y e
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
1 shall be at the Contractor 's expense.
5. No extra compensation will be allowed for delays caused by the interference
1 of underground structures.
3.02 PREPARATION
1 A. Identify and verify required lines, levels, contours and datum.
B. Before beginning construction each affected utility shall be notified and informed
of the construction schedule.
C. Identify known below-grade utilities. Each affected utility shall locate in the
field their respective utilities before excavation.
D. Identify and flag above grade utilities.
E. Upon discovery of unknown utility or concealed conditions, discontinue affected
1 work; notify Owner.
3.03 FIELD QUALITY CONTROL
A. Field ins ection wil
p 1 be performed.
B. Provide for visual inspection of bearing surfaces.
' 02665-4
~~
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C. Oversizing excavation and backfilling will be observed by the Geotechnical
Engineer. A 48-hour notice of the schedule is required for individual tasks.
3.04 PROTECTION
A. Protect excavations by methods required to prevent cave in or loose soil from
falling into excavation.
B. Protect bottom of excavations and soil adjacent to and beneath foundation from
freezing.
C. Protect bench marks, existing structures, fences, sidewalk, paving and curbs from
excavation equipment and vehicular traffic.
D. Grade excavation top perimeter to prevent surface water run-off into excavation.
3.05 GENERAL EXCAVATION/EMBANKMENT
A. All excavation and backfilling shall be made to the proper line and grade and in
a manner that will ensure the final grades be as shown on the plans.
B. All road or parking areas shall be subcut to an elevation that will allow the
placement of the crushed rock base and bituminous pavement. All seeded or
sodded areas shall be subcut to an elevation that will allow the placement of
topsoil.
C. The placement of embankment materials for structures or paved areas shall be
made in maximum lifts of 8 inches.
D. The moisture content of embankment materials shall be carefully controlled to
obtain optimum compaction characteristics. This shall be accomplished by
adding moisture to soils that are below optimum moisture or by placing soil in
thin layers on a horizontal surface and disked and dried during warm weather
before final placements fill material. All fill material shall be within 5 percent
+/- of optimum moisture content when placed. All fill material with a moisture
content greater than 5 percent above optimum shall be spread in thin layers and
disked and dried before final placement and compaction as fill. Excavate subsoil
required to accommodate building foundations, slabs-on-grade, paving and
construction operations.
E. Machine slope banks to angle of repose or less, until shored.
F. Excavation cut not to interfere with normal 45 degree bearing splay of
foundation.
02665-5
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.
B. Proof rolling will be required on the finished subgrade of all paved areas. Proof
02665-6
rolling shall consist of driving loaded a tandem axle dump truck or loaded large
front end loader over subgrade. Proof roll shall be directed by the Geotechnical
Engineer. Any deflection of two inches or greater shall be considered a failure.
Subgrade will have to be corrected so that deflection is less than two inches.
3.09 TURF RESTORATION
A. Seeding:
1. Seed mixture shall be Mn/DOT 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.
END OF SECTION
' 02665-7
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.
PART 2 PRODUCTS
2.01 SEWER PIPE MATERIALS
A. Precast Concrete pipe in accordance with ASTM C76 with bell and spigot joints
and R4 confined rubber "O" ring gaskets.
02720-1
fl
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
l J~
2.03 MANHOLE STEPS
A. Manhole steps shall be provided for all catch basins and manholes greater than
three feet in depth, including adjusting rings, as indicated in plan details.
Manhole steps shall be placed in the manhole to allow easy access to the bottom
of the structure.
2.04 RIPRAP
A. Riprap shall be Class IV conforming to Mn/DOT Specification 3601.
PART 3 EXECUTION
3.01 INSTALLATION
A. Pipe: Mn/DOT Specification 2503
B. Structures: Mn/DOT Specification 2506
C. Riprap: Mn/DOT Specification 2511
END OF SECTION
02720-3
0
SECTION 02730
SANITARY SEWAGE SYSTEMS
PART 1 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
n
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0
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
strength requirements indicated on the Plans, Specifications, and Special
Provisions. The grade used shall be resistant to aggressive soils or corrosive
02730-1
0
' substances in accordance with the requirements of ASTM D-543.
1 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 i e molded or formed to suit i e size an
PP , pp dend
design, in required 'T', bends, elbows, cleanouts, reducers, traps, and other
' configurations required.
' PART 3 EXECUTION
3.01 INSTALLATION -PIPE
A. Inspection and Handling
' 1. Proper and adequate implements, tools, and facilities satisfactory to the
Architect shall be provided and used for the safe and convenient prosecution
of the work. During the process of unloading, all pipe and accessories shall
' be inspected for damage. All damaged material shall be clearly marked and
promptly removed from the site. All materials shall be handled carefully, as
will prevent damage to protective coatings, linings, and joint fillings;
' preclude contamination of interior areas; and avoid jolting contact, dropping,
or dumping.
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
oint surfaces of each i e section and
J PP
1 fitting shall be inspected for the presence of foreign matter, coating blisters,
rough edges or projections, and any imperfections so detected shall be
corrected by cleaning, trimming, or repair as needed.
B. PIPE LAYING OPERATIONS
1. Trench excavation and bedding preparations shall proceed ahead of pipe
l
t
ill
p
acemen
as w
permit proper laying and joining of the units at the
' 02730-2
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
restraining devices. Under no circumstances shall pipe be dropped into the
trench.
3. At the time of pipe placement, the bedding conditions shall be such as to
' provide uniform and continuous support for the pipe between bell holes. Bell
holes shall be excavated as necessary to make the joint connections, but they
shall be no larger than would be adequate to support the pipe throughout its
' length. No pipe material shall be laid in water nor when the trench or
bedding conditions are otherwise unsuitable or improper.
' 4. When placement or handling precautions prove inadequate, in the Engineer's
opinion, suitable plugs or caps effectively closing the open ends of each pipe
section shall be provided and installed before it is lowered into laying
' position, and they shall remain so covered until removal is necessary for
connection of an adjoining unit.
' S. Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid
with the bell ends facing upgrade and the laying shall start on the downgrade
' end and proceed upgrade. As each length of bell and spigot pipe is placed in
laying position, the spigot end shall be centered in the bell and the pipe
forced home and brought to correct line and grade. The pipe shall be secured
' in place with approved backfill material, which shall be thoroughly
compacted by tamping around the pipe to a height of at least 12 inches above
the top with hand operated mechanical tamping devices or by hand. The joint
' areas shall remain exposed and precautions shall be taken to prevent the soil
from entering the joint space, until the joint seal is effected. Backfill in the
bell area shall be left loose.
' 6. Connection of pipe to existing lines or previously constructed manholes or
catch basins shall be accomplished as shown in the Plans or as otherwise
' approved by the Engineer. Where necessary to make satisfactory closure or
produce the required curvature, grade or alignment deflections at joints shall
not exceed that which will assure tight joints and comply with any limitations
recommended by the pipe manufacturer.
7. Entrance of foreign matter into pipeline openings shall be prevented at all
' times to the extent that suitable plugs or covering can be kept inplace over the
openings without interfering with the installation operations.
02730-3
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8. A system of dewatering wells or points shall be installed and operated to
maintain pipe trenches free of water wherever necessary or as directed by the
Engineer to meet the intent of these specifications. Unless otherwise
specified in the Plans and Specifications, such work shall be considered
incidental with no additional compensation provided therefore.
C. Connection and Assembly of Joints
1. Smooth wall and corrugated wall PVC pipe and fittings -assembled push-on
gasketed joints shall pass performance tests as listed in ASTM D-3212.
Solvent welds shall not be permitted.
D. Manhole and Catch Basin Structures
1. Manholes, catch basins, and other special access structures shall be
constructed at designated locations as required by the Plans and in
accordance with any standard detail drawings or special design requirements
given therefore.
2. Unless otherwise specified or approved, manholes and catch basins shall be
constructed on 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.
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
02730-4
1
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0
7
~i
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.
The air supply hose, connected from the compressor to the plug shall be a
throttling valve, bleeding valve and shut off valve for control. The air pressure
tap shall have a sensitive pressure gauge, 0 to 10 psi range, protected by a gauge
cock and a pressure relief valve set at 10 psi.
In performing the test, air is added slowly to the pipeline until pressure inside the
pipeline reaches 4.0 psi. If air is added too rapidly the test accuracy will decrease
because a change in temperature also has an effect on the change in pressure.
02730-5
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f
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
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
18 7.1
8.5
21 9.9
' If the pipeline intersection fails to meet the requirements of the test, the
Contractor shall, at his own expense, determine the source of leakage and then
' repair or replace all defective material and/or workmanship.
In determining the pressure greater than the average groundwater, the
' groundwater height in feet above the pipeline must be measured.
When the water elevation has been established the height in feet above the
' pipeline shall be divided by 2.31 and that pressure added to gauge pressure of
test.
I!~
i
02730-6
A table for converting water height to gauge pressure is as follows:
Groundwater Level Over
Top of Pipeline
1 Foot
2 Feet
3 Feet
4 Feet
5 Feet
6 Feet
7 Feet
8 Feet
9 Feet
10 Feet
Added Pressure to be
Applied to Gauge
Pressure Readings
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
bacl~ill 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
1
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J
APPENDIX "A"
INDEX
WATERMAIN
CONSTRUCTION REQUIREMENTS
Page
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.
H Piling
Granular Materials 20
. 20
I. Insulation 21
3. CONSTRUCTION REQUIREMENTS 21
1 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.
J. Polyethylene Encasement of Pipeline
Jack-Bore Steel Casing Pipe 34
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 ~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
PVC water main shall be used unless Ductile Iron water main has been approved
by the Joint Powers Water Board Engineer.
A. l Ductile Iron Pine: Ductile iron pipe for water mains shall be Class 52 for
pipe less than 12 inches in diameter, Class 50 for pipe 12 inches or larger
in diameter, and shall conform to the requirements of AWWA C151 (ANSI
A21.51).
SPEC-745.000 3 _ 1
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 H, drants
Fire hydrants shall be a 5'/a-inch Medallion as manufactured by Clow Valve
Company, or a Pacer Model WB 67-250 as manufactured by Waterous Company,
and shall conform to AWWA C502. The hydrants shall be rated for high pressure
use.
Hydrants shall be furnished in conformance with the following supplementary
requirements:
B.1 Five-inch (nominal diameter) main valve opening of the type that opens
against water pressure with a pentagonal operating nut with one-inch sides
(nominal 1.5 inches from point of pentagon to opposite side), and opening
counterclockwise (left).
B.2 Barrels shall be one piece with a traffic safety flange above finished grade.
There shall be approximately 17 ~1- 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 each hydrant shall have a
mechanical joint connection at the hub end for joining a 6'.' ductile iron
branch pipe.
i
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
i
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.
t
1
f. Mechanical joints.
g. Manufacturers: American, Mueller, Kennedy, or equal.
C.3 Valve Boxes: Valve boxes shall be 5-114" diameter shaft suitable for 7.5'
of cover over the top of the water main. Boxes shall be cast iron screw
type two piece boxes with the word "WATER" on the lid. Valve boxes
shall be manufactured in the United States. Valve boxes shall be Tyler
6850 with 5-1/4" drop lid, or equal.
a. Valve Box Extension Stem: Provide each gate valve with a nen-
. 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 Pipe and Appurtenances
D.1 Pike: 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 i e 1 to 2 inches inside d'
p p iameter shall be Type K, seamless
copper water tubing, soft annealed temper and conform to the requirements
of ASTM B 88.
SPEC-745.000 3 - 5 745000m
E. Polyethylene Encasement Material
Polyethylene encasement material shall conform to AWWA
C 105 Type A for tube type
installation and 8 mil nominal film thickness
.
F. teel in Pi e
--~-
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. Piling
Piling shall be constructed in accordance with the rovisions of Mn/DOT S cification
P pe
2452. Piles for pipelines shall be Treated Timber, in accordance with Mn/DOT 3471
.
H. Granular Materials
Granular materials furnished for foundation, bedding, encasement, backfill or other
purposes as may be specified shall consist of any natural or synthetic mineral aggregate
such as sand, gravel, crushed rock, crushed stone, or slag, that shall be so graded as to
meet the gradation requirements specified herein for each particular use.
H.1 Granular Material Gradation Classificatio :Granular materials furnished for use
in Foundation, Bedding, Encasement, or Backfill construction shall conform to the
following requirements:
P
ercent Passing
Sieve Size Foundation* Bedding Encasement Backfill
3 Inch
2 Inch 100
lInch 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-745.000 3 - 7 745000m
~. CONSTRUCTION REQUIREMENTS
A. Maintenance
1
1
Maintenance of the project site, and any other area affected by construction, shall
be in accordance with Mn/DOT specifications including Sections:
1404 Maintenance of Traffic
1514 Maintenance During Construction
1515 Control of Haul Roads
Appendix B Minnesota Manual on Uniform Traffic Control Devices
Maintenance of streets and any detours, by-passes, equipment, stockpile, or storage
areas provided in conjunction with the project shall be required and shall be the
responsibility of the Contractor. Said maintenance shall include but not be limited
to keeping the streets free of obstacles, parked equipment, unused barricades,
blading the traveled ways, controlling the dust in the construction area and on
detours, and maintenance of all barricades and flashers.
The Contractor shall keep the portions of the project being used by public traffic,
whether it be through or local traffic, in such condition that the traffic will be
adequately accommodated at all times. The Contractor shall provide and maintain
temporary approaches, crossings, and intersections with trails, roads, streets,
businesses, parking lots, residences, garages, farms, and other abutting property
in acceptable condition.
The Contractor shall maintain essential services during the course of the project.
Essential services shall include emergency vehicles, buses, mail delivery, garbage
collection, drainage and public utility services. The Contractor shall coordinate
his work with all appropriate agencies and utility companies during construction.
During construction it shall be the Contractor's responsibility to see that all
existing drainage structures, ditches, gutters and utilities in the working area are
kept clean. Gutters shall be cleaned and free of dirt and other materials at the end
of each working day to ensure proper drainage. Bales, silt fence or other erosion
control measures acceptable to the Engineer shall be used to prevent materials from
washing into drainage ways or storm sewers.
^ There shall be an inspection of the sanitary sewer, storm sewer and water main
utilities prior to the start of construction. The Contractor shall notify the Engineer
24 hours in advance to aid in accomplishing this inspection. All deficiencies in
these existing systems prior to beginning construction must be immediately brought
to the attention of the Engineer.
SPEC-745.000 3 - 9 745000m
r
1
t
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
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
deflection of joints and settling on and breaking of the water mains;
and
b. That the length of water pipe be centered at the point of crossing so
that the joints will be equidistant and as far as possible from the
sewer.
Watermains shall be laid at least 10 feet horizontally from any sanitary sewer,
storm sewer or sewer manhole, whenever possible. When local conditions prevent
a horizontal separation of 10 feet a water main may be laid closer to a storm or
sanitary sewer provided that:
1. The bottom of the water main is at least 18 inches above the top of the
sewer;
2. Where this vertical separation cannot be obtained, the sewer shall be
constructed of materials and with joints that are equivalent to water main
standards of construction and shall be pressure tested to assure water-
tightness prior to backfilling.
SPEC-745.000 3 - 11 745000m
u
Wherever alterations are required as a result of unforeseen underground
i
t
f
'
n
er
erence
s not due to any fault or negligence of the Contractor, the Engineer
will issue a written change order covering any additional or extra work involved
and specifying the revised basis of payment, if any. Any alterations made strictly
for the convenience of the Contractor sh
ll b
b
i
a
e su
ject to pr
or approval and shall
be at the Contractor's expense.
No extra compensation will be allowed for delays caused by the interference of
underground structures unless approved by the Engineer and included in a change
order.
F. Removal of Surface Improvement
Removal of surface improvements in connection with trench excavation shall be
limited to actual needs for installation of the pipeline and appurtenances. Removal
i
h
operat
ons s
all 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
rivate drivew
h
i
, p
ays, or ot
er essent
al 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.
G
u
[1
SPEC-745.000
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.
Excavation and Trench Preparation
Excavating operations shall proceed only so far in advance of pipe laying as will
satisfy the needs for construction of work and permit advance verification of
unobstructed line and grade as planned. Where interference with existing
structures is possible or in any way indicated, and where necessary to establish
3 - 13 745000m
G.2 Excavation Limitation and Requirement: Trench excavating shall be to
a depth that will permit preparation of the foundation, as specified, and
installation of the pipeline and appurtenances at the prescribed line and
grade except where alterations are specifically authorized. Trench widths
shall be sufficient to permit the pipe to be laid and joined properly and the
backfill to be placed and compacted as specified. Extra width shall be
provided as necessary to permit convenient placement of sheeting and
~:' shoring and to accommodate placement of appurtenances.
Excavations shall be extended below the bottom of structure grade as
necessary to accommodate any required Granular Bedding material. When
unstable foundation materials are encountered at the established grade,
additional materials shall be removed as specified or ordered -by the
Engineer to produce an acceptable foundation. All excavations below grade
shall be to a minimum width equal to the outside pipe diameter plus two (2)
feet.
Where no other grade controls are indicated or established for the pipeline,
the excavating and foundation preparations shall provide a minimum cover
over the top of the pipe of 7.5 feet to the proposed final grade as indicated
on the plans.
Trench widths shall allow for at least six inches of clearance on each side
of the joint hubs. The maximum allowable width of the trench at the top
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
maxunum 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
I: 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; Excavations: All excavations shall be sheeted,
shored, and braced as will meet all requirements of the applicable safety
codes and regulations; comply with any specific requirements of the
Contract; and prevent disturbance or settlement of adjacent surfaces,
foundations, structures, utilities, and other properties. Any damages to the
SPEC-745.000 3 - 15 745000m
it
t
t
~~
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 fmal subgrade shaping to prevent any
over-excavation. Should any low spots develop, they shall only be filled
with Granular Foundation material, which shall be compacted thoroughly,
without additional compensation provided to the Contractor. The finished
subgrade shall be maintained free of water and shall not be disturbed during
pipe lowering operations except as necessary to remove pipe slings. The
discharge of trench dewatering pumps shall be directed to natural drainage
channels or storm water drains in a manner which does not cause damage
to private or public property. Any debris left by dewatering operations
shall be cleaned up immediately by the Contractor. Draining trench water
into sanitary sewers or combined sewers will not be permitted.
The Contractor shall install and operate a dewatering system of wells or
points to maintain pipe trenches free of water wherever necessary or as
directed by the Engineer to meet the intent of these specifications. Unless
otherwise specified in the Plans, Specifications, or Specific Requirements,
such work shall be considered incidental with no additional compensation
provided therefore.
All costs of excavating below grade and placing foundation or bedding
aggregates as required shall be included in the bid prices for pipe items to
the extent that the need for such work is indicated in the Contract
provisions and the BID does not provide for payment therefore under
separate BID items.
! If examination by the Engineer reveals the need for placement of
foundation aggregates was caused by the Contractor's manipulation of the
soils in the presence of excessive moisture or lack of proper dewatering,
the cost of the corrective measures shall be borne by the Contractor.
' SPEC-745.000 3 - 17 745000m
i'
At the time of pipe placement, the bedding conditions shall be such as to
provide uniform and continuous support for the pipe between bell holes.
Bell holes shall be excavated as necessary to make the joint connections,
but they shall be no larger than would be adequate to support the pipe
throughout its length. No pipe material shall be laid in water nor when the
trench or bedding conditions are otherwise unsuitable or improper.
When placement or handling precautions prove inadequate, in the
Engineer's opinion, the Contractor shall provide and install suitable plugs
or caps effectively closing the open ends of each pipe section before it is
lowered into laying position, and they shall remain so covered until
removal is necessary for connection of an adjoining unit. It shall be the
sole responsibility of the Contractor for the removal of any debris found in
the water main at any time during the project.
As each length of bell and spigot pipe is placed in laying position, the
spigot end shall be centered in the bell and the pipe forced home and
brought to correct line and grade. The pipe shall be secured in place with
approved backfill material, which shall be thoroughly compacted by
tamping around the pipe.
Connection of pipe to existing or previously constructed lines shall be
accomplished as shown in the Plans or as otherwise approved by the
Engineer.
At all times when pipe laying is not in progress, including noon hour and
overnight periods, all open ends of the pipe line shall be closed by
watertight plugs or other means approved by the Engineer. If water is
present in the trench, the seals shall remain in place until the trench is
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 Joints
H.3.a Push-On Joints: The circular rubber gasket shall be flexed inward
and inserted in the gasket recess of the bell socket. A thin film of
approved gasket lubricant shall be applied to either the inside
1 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
1 SPEC-745.000 3 - 19 745000m
i~
fl
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
L
r
Offset Radius
Pipe Size Deflection Angle Inch Feet
Inch 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
Pipe Size Deflection Angle
Inch De rees
3-12 - 5
14-36 3
Offset Radius
Inch Feet
18' 20' 18' 20'
19 21 205 230
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.
t
SPEC-745.000
a. Megalug Series 1100 Retainer glands for ductile-iron watermain,
Megalug Series 2000PV retainer glands for PVC watermain, or cast
in place concrete blocking or rodding shall be used for joint
restraint on all horizontal and vertical bends exceeding 20 degrees
3 - 21 ~asooom
1
fi
I
J
All necessary fittings, bands, tie rods, nuts, and washers, and all
labor and excavation required for installation of reaction restraints
shall be furnished by the Contractor at his expense and without
direct compensation.
Hardwood blocking shall only be used as temporary reaction
backing until acceptable permanent reaction blocking or restraining
devices have been installed. Blocking shall be nominal 2-inch
timber having an area equivalent to at least four times the area of
the surface of the cap or plug it restrains.
Concrete buttresses shall be poured against firm, undisturbed
ground and shall be formed in such a way that the joints will be
kept free of concrete and remain accessible for repairs. The
concrete mix used in buttress construction shall meet the
requirements for Grade B (3400 psi) of Mn/DOT 2461. .
Buttress dimensions shall be as indicated on the Plans or as
approved by the Engineer.
Contractors are instructed to size concrete buttress blocking on
fittings and dead ends where the blocking must withstand the
pressure of larger main line fittings equipped with reducers, for the
larger sized main line thrust and not for smaller fitting size only.
This is of particular importance on tees and crosses where the main
size is reduced on the run from large to small size by use of
reducers.
Pol~ylene Encasement of Pipeline.
Ductile iron pipe and/or valves, fittings, and appurtenances, shall be fully encased
in polyethylene film of 8 mil nominal thickness. The 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.
Jack-Bore Steel Casing_Pipe
The Contractor shall jack-bore steel casing pipe in place as specified and as located
on the Plans.
In granular native soils, a 1-1/2" pipe shall be forced along the top of the casing
pipe. The end of this 1-1/2" pipe shall be 18" back from the lead edge of the
SPEC-745.000 3 - 23
745000m
it
Water service lines complete with all required appurtenances, shall be installed in
accordance with all pertinent requirements for main line installations and as
supplemented as follows.
It shall be the responsibility of the Contractor to keep an accurate record of the
location, depth and size of each service connection and other pertinent data such
as the location of curb stops and pipe endings. Tap locations shall be recorded in
reference to survey line stationing. Curb boxes shall be tied to definable land
marks such as building corners, fire hydrants, manholes and telephone pedestals.
Pipe terminals at the property line shall be marked on the ground surface with a
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 lines shall provide for not
less than seven and one-half feet of cover over the top of the pipe and for not less
than 18 inches of clearance between pipelines. Also, at least 6 inches of clearance
shall be maintained in crossing over or under other structures. Where the service
pipe may be exposed to freezing due to insufficient cover or exposure from other
underground structures, the water pipe shall be insulated as directed by the
Engineer.
Service trenches shall be restored and compacted as specified for pipelines.
L.1 Tap Service Lines: Tap service piping shall be Seamless Copper Water
Tube of the size and type specified. Pipe size for tap service installations
shall be from 1 inch to 2-1/2 inch nominal inside diameter.
L. Water Service Installation
Unless otherwise indicated, tap service piping may be .laid directly on any
solid foundation soil that is relatively free of stones and hard lumps.
Tap service piping shall be installed in one piece without intermediate joint
couplings between the corporation stop at the water main tap and the curb
stop. All pipe and appurtenances shall be joined by means of approved
flared type threaded couplings.
SPEC-745.000 3 - 25
745000m
Unless otherwise indicated, tap service lines shall be installed on a straight
' line at right angles to the water main or property line. The service line
shall be terminated with a curb stop and box at the property line.
The service pipe and curb stop coupling depth shall be such as to maintain
not less than 7-1/2' minimum cover, or in locations where conflict may
occur with storm sewer, service pipe shall be placed at least 3 feet below
the storm sewer invert or shall be insulated in accordance with the Plans,
Specifications, and Special Provisions to prevent freezing. In any case the
' Contractor shall make every effort to provide for a standard depth service
box installation where practicable.
' The service box shall be screwed onto the curb stop coupling and be firmly
supported on a concrete block. Service boxes shall be installed plumb and
be braced effectively to remain vertical during and after completion of
backfilling. The service boxes shall be brought to final surface grade when
the final ground surface has been established.
M. Setting Valves Hydrants, Fittin and Specials
' 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.
SPEC-745.000
Hydrants shall be installed plumb, with the height and orientation of nozzles as
shown on the detail plates. Hydrants shall be connected to the mainline pipe with
a 6 inch diameter branch pipe, controlled by an independent valve. A concrete
reaction block shall be installed between the hydrant shoe and undisturbed soil for
all hydrants. Branch piping shall be restrained using Mega-Lug retainer glands.
unless another method of joint restraint has been previously approved.
A drainage pit one-half cubic yard in volume shall be installed around the hydrant
base and shall be filled with coarse gravel firmly compacted under and around the
hydrant base and 6" above the drain outlet. The course gravel shall be covered
with at least two layers of tar paper or six (6)mil polyethylene prior to placing
backfill thereon. Drain holes shall be normally left open when specified.
Hydrants located where the groundwater table is above. the drain outlet shall have
the outlet plugged and shall be equipped with a tag stating, "Pump After Use".
Hydrants shall be set so that the bottom of the traffic flange is 2 to 4 inches above
finished grade.
3 - 27 74S000m
[1
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.
O. Restoration of Surface Improvements
Wherever an surface
y nmprovements such as pavement, curbmg, 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.
1 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.
' SPED-745.000 3 - 29 745000m
1
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. l Tablet Method
Tablet Method may be used only when scrupulous cleanliness has been
practiced to exclude all foreign materials and ground water during pipe
installation. If ground water has entered pipe during pipe installation, the
water main shall be flushed and the Chlorine-Water solution method shall
be used.
Placing Calcium Hvnochlorite Granule
1 During construction, calcium hypochlorite ranules shall be laced at the
g p
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:
i Ounces of Calcium Hypochlorite Granules to be placed at beginning of
main and at each 500 foot interval:
' Pipe Dia. ,in.~ Calcium HXpochlorite Granules (oz ~
' 4 0.5
6 1.0
8 2.0
' 10 3.0
12 4.0
16 and larger 8,0
Placing Calcium Hypochlorite Tablets
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.
i
SPEC-745.000 3 - 31 745000m
Required Flow and Openings to Flush Pipelines*
f40-psi Residual Pressure in Water Maim
Flow Required Size of Hydrant Outlets
Pipe to Produce 2.5 fps Tap on
Diameter Velocity in Main Main** umber ize 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,
a 2-1/2-in. hydrant outlet will discharge approximately 1000 gpm and a
4-1/2-in. hydrant nozzle will discharge approximately 2500 gpm.
' ** Size of tap on main, with no significant length of discharge piping.
Water from the existing system or other approved source shall be made to
flow at a constant measured rate in the new main. At a point not much
more than 10 feet downstream from beginning the new main, water
entering the new main shall receive a dose of chlorine fed at a constant rate
such that the water will have not less than 25 mg/L free chlorine. Measure
the chlorine concentration at regular intervals in accordance with Standard
Methods, AWWA M12, or using appropriate chlorine test kits. The
following Table gives the amount of chl
i
i
d f
i
or
ne requ
re
or var
ous pipes:
Chlorine Required to Produce 25 mg/L
Concentration in 100 ft of Pipe - by Diameter
Pipe 100 1 percent
Diameter Chlorine Chlorine Solutions
Inch lb. gal.
4 .013 0.16
' 6 .030 0.36
8 .054 0.65
10 .085 1.02
12 .120 1.44
16
217
.
2.60
1 % chlorine solution requires 1 lb. of calcium hypochlorite in 8 gallons of
water.
SPEC-745.000 3 - 33 745000m
1
This shall apply to both the pressure and leakage test. The Engineer or Owner
' may require the Contractor to test the first section of pipe installed to demonstrate
the Contractors ability to install the pipe in an acceptable manner. When the
connection to the existing system is not made with a valve, the Contractor shall test
the existing section to the first available valve(s) to determine the condition of the
existing system, or the Contractor may make provisions to test his work separately,
prior to connection to the existing system, in a manner acceptable to the Engineer.
The Contractor shall furnish the pump, pipe connections, gauges, and measuring
equipment, and shall perform the testing in the presence of the Engineer. The
pressure gauge for the test shall be an Ashcroft Model 1082 with 4-1/2 inch dial
face at 1 psi increments. Where permanent air vents are not provided, the
Contractor shall provide and install corporation cocks at the high points as needed
for release of air as the line is filled with water.
Where concrete reaction blocking is placed, the water main shall not be subjected
to hydrostatic pressure until at least 5 days have elapsed after the concrete
placement, with the exception that this period may be reduced to 2 days where high
early strength concrete is used.
At the option of the Engineer, the pressure and leakage tests may be conducted
simultaneously. Any defective joints, pipe, fittings, valves, or hydrants, revealed
during the testing or before final acceptance of the work shall be satisfactorily
corrected and the tests shall be repeated until the specified requirements have been
met.
B.1 Pressure Test: The section being tested shall be slowly filled with water
and the specified test pressure shall be applied after all air has been
expelled from the pipe. A hydrostatic pressure of 150 pounds per square
' inch, gauge pressure, measured at the lowest point of elevation, shall be
applied by means of a pump connected to the pipe in a satisfactory manner.
The gauge pressure shall be checked after a minimum of two (2) hours. A
pressure drop of 1 psi or less will be cause to accept the test section.
1 Several attempts must be made to satisfy the Engineer the pressure test will
not be successful. If the drop is more than 2 psi after these attempts, the
Engineer may authorize the leakage test in writing for acceptance.
Service Pipe may be tested at the time of the foregoing test, if installed, at
the Contractor's option. However, testing of service pipes may be
completed as a separate operation from main testing, and if so, the test
pressure shall be 100 p.s.i. Service pipe testing, if done separately, shall
be done with the corporation stop open.
' SPEC-745.000 3 - 3 S 745000m
I~
When requested, the Contractor shall furnish a written report of the results
of leakage tests, which shall identify the specific test section, the average
pressure, the duration of test, and the amount of leakage.
C. Electrical Conductivity Test -Ductile Iron Watermain
' The Contractor shall perform a conductivity test within one week after completion
of pressure testing of the main on all iron pipe water mains.
' The Engineer or owner may require the Contractor to test the first section of pipe
installed to demonstrate the Contractors ability to install the pipe in an acceptable
manner. When the connection to the existing system is not made with a valve, the
Contractor shall test the existing section to the first available valve(s) to determine
the condition of the existing system, or the Contractor may make provisions to test
his work separately, prior to connection to the existing system, in a manner
acceptable to the Engineer.
The system (pipeline, valves, fittings and hydrants) shall be tested for electrical
' continuity and current capacity. The electrical test shall be made after the
hydrostatic pressure test and while the line is at normal operating pressure.
Backfilling shall have been completed. The line may be tested in sections of
convenient length as approved by the Engineer.
Direct 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
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 test
s 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 ca loosened to allow
P
hydrant drainage. Tighten cap after drainage.
' SPEC-745.000 3 - 37 745000m
D. Fit in
Fittings shall be measured on a pound basis of standard weight of fittings as
published in AWWA C110 excluding the weight of glands, gaskets, bolts or other
accessories. If the Contractor chooses to use compact ductile iron fittings, AWWA
C153, measurement compensation for material price and weight differences shall
be per AWWA C110. The fitting weights for payment purposes are provided in
the following table:
DUCTILE-IRON & GRAY-IRON MECHANICAL-JOINT FITTINGS
Weight in Pounds per AWWA C110
Bends ( MJ-MJl
20 4S 22-1/2 11-1/4 Sleeves a s PIuQs
4" SS SO SO SO 3S 1S 1S
6" 85 7S 7S 75 4S 2S 25
8" 12S 110 110 110 6S 4S 4S
10" 180 1SS 160 160 8S 60 6S
12" 2S5 21S 220 220 110 80 8S
14" 340 270 27S 27S 16S 130 120
16" 430 340 34S 34S 200 17S 1SS
18" S4S 420 430 430 240 22S 220
20" 680 S30 53S S40 27S 285 25S
24" 1025 7S5 76S 770 360 400 390.
Reducers
MJ-MJ X4 X~ X8 X10 X12 X14 X16 X18 X20
6" 60 - - - - - - - -
8" 80 9S - _ _ _ _ _ _
10" lOS 11S 13S - - _ _ _ _
12" 13S 1S0 16S 190 - - _ _ _
14" - 190 210 230 255 - - - -
16" - 230 2S0 280 30S 33S - - -
18" - - 29S 32S 3S0 380 41S - -
20" - - - 375 40S 430 470 S10 -
24" - - - - SSO S7S 61S 660 705
SPEC-745.000 3 - 39
745000m
H. Service Lines
Service lines shall be measured in lineal feet horizontally from the centerline of the
water main to the end of the service line. Separate measurements shall be made
for each size of service line required.
I. Insulation
Insulation shall be measured by the square foot for the specified thickness.
J. Raise Valve Box
Raising valve boxes for the final lift of bituminous paving shall be measured per
each.
BASIS OF 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. Fitt
Fittings shall be paid for at the unit contract price per pound including installation
and blocking.
SPEC-745.000 3 - 41 745000m
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OUTLETS AT ALBERTVILLE - BLDG. C
John O/iver & Associates, MC. I hereby certify that this plan,
specification, or report was prepared DATE: S/21 /00 REV
No. DATE DESCRIPTION
/
~
J ° Ctivit Snginearittg, L¢nd Surveying, Lnnd PL¢nning by me or under my direct supervision DESIGN BY: TM
ALBERTViLLE, MN 580 Dod a Avenue
9 and that I am a Licensed Professional
DRAWN BY:
KGA
( FOR Elk River, Minnesota 55330 Engineer under the laws of the State
(612)441-2072 (FAX)441-5665 of Minnesota. CHECKED BY : llvl
JMJ PROPERTIES INC. Dwc 7253GRAD
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signed: ° TEXT: NONE
& EROSION CONTROL PLAN (612)894-3045 (FAX)894-3049 D
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20-03
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/21/00 Reg. No. 20383 . .
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OUTLETS AT ALBERTVILLE - BLDG. C John Oliver & Associates, ~', I P ereby certify thapt this plop, p
s eclfication, or re ort was re ared
DATE: 8/21/00 REV
N0.
DATE
DESCRIPTION
J ° Civi! Snginecrinq, L¢nd Surveying, L¢nd Planning by me or under my direct supervision DESIGN BY: TM
ALBERTVILLE. MN 580 Dod a Avenue
g and that am a Licensed Professional
DRAWN BY: KGA
FOR Elk Raver, Mtinnesota 55330 En sneer under the laws of the State
g
(6f2)441-2072 (FAX)441-5665 of Minnesota. CHECKED BY: TM
JMJ PROPERTIES INC Dwc 72s3oET
Dwc
-P . 201 N. TraveCera Tratit, Sutite 200
~ .
PAVING-DIMENSION Burnsville, Minnesota 55337 Signed ~ TEXT: NONE
SIGNING
TRIPIN PLAN (612)894-3045 (FAX)894-3049 D
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8
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20-03
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OUTLETS AT ALBERTVILLE
ohn Otivei & Assooi$tes, ~,
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d I hereby certify that this plan,
s eaitlaation, ar re
p port was prep
ared
DATE:
si2,ioo REV
N0.
DATE
DESCRIPTION
Z
° v
a
ng
nsa
ng,
an
Surv¢yng• Land Planning by me or under my direct supe rvision DESIGN BY: TM
ALBERTVILLE, MN 5B0 Dodge Avenue and that I am a Licensed Profe
E ssiona l DROWN BY: KGA
FOR Elk Rtizer, Minnesota 55330 ngineer under the laws of the State
(612)441-2072 (FAX)441-5065 of Minnesota. CHECKED BY : TM
~ JMJ PROPERTIES INC. Dwc: 72s3DET Dwc
201 W. Travelers Trail, Suite 200 /y~ ~~~-
~
1 .
BurnaviRe, Minneaota 55337 /~°/5~
Signed
~/, _ TEXT: NONE
DETAILS (6>2}894-9045 (FAX)B94-3049 Dote: B/21/00 R
N
20383 FILE NO
: 7253
20- 03
eg.
o. . .