HomeMy WebLinkAboutPlans & Specifications
SPECIFICATIONS FOR
1997 STREET AND UTILITY IMPROVEMENTS
CITY OF PRIOR LAKE
1) S.A.P. 201-105-06 FISHPOINT ROAD il- Q7-o 2-
2) M~~~~O<;~~~:; :~~~E S~~~~~~ ~~~~~R~~ ;T~~~;6+95 -t 15 ~ 01
3) S.A.P. 201-114-03 PIKE LAKE TRAIL Jr q7-17
FROM COUNTY ROAD 42 (0+00) TO KNOB HILL DEVELOPMENT (13+58)
MAY 1997
I hereby certify that this plan, specification, or report was prepared by me or under my direct
supervision and that I am a duly registered Professional Engineer under the laws of the State of
Minnesota.
L a~&J
Thomas J. Ka~ski, P.E.
Reg. No. 1679t ~
Reviewed by: ~:L~ ~~
Craig L\ Ebeling, P.E. \
Reg. No. 12025
~;97
Date
Howard R. Green Company
1326 Energy Park Drive
St. Paul, MN 55108
Phone #: (612) 644-4389
Fax #: (612) 644-9446
MINNESOTA DEPARTMENT OF HEALTH
Division of Environmental Health
This is to certify that this is
a cop I of the plan referred to
in approval letter on water
improvements, dated .J.U.[j .1 1Q,S?
SPEC-I02.074
102-074-20
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3400
WATERMAIN
SPECIFIC REQUIREMENTS
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3400.1 DESCRIPTION
Watermain work shall be constructed on Pike Lake Trail and consist of extending an 10" and 12"
watermain as shown on the Plans. The watermain extension shall terminate with a plugged end
to facilitate future watermain connection and service. Work also includes the adjustment of
existing valves and hydrants as shown on plans on all segments of the projects. All hydrants
whether new, relocated, or existing shall be repainted and have Hydra Flag markers installed on
them incidental to the watermain work.
The Contractor shall notify the City of Prior Lake at least 24 hours prior to the required valve
operations for watermain construction and flushing. Flushing and discharge of chlorinated water
shall be coordinated with the City. All valve operations shall be performed by the City Water
Department.
The Contractor's attention is called Special Provision Item 7, Public Safety and Maintenance of
the Job Site and Special Provision Item 11, Traffic Control and how these relate to the
construction schedule.
3400.2 MATERIALS
A.!. Ductile Iron Pine
Ductile iron pipe shall be Special Class 52 for pipe 12-inches or smaller in diameter.
C.3. Valve Boxe~
Valve boxes shall be Clow, Tyler, or approved equal. Cover to be "stay-put Clow F-2493
or equal. Box to be adjustable a minimum of 6" up and down from the specified depth of
bury.
J. Hvdrant Extension~
Hydrant extensions shall be made with a top extension kit manufactured by Waterous
Company to match the existing City Pacer hydrant.
K. Gate Valve Stem Extension
Gate valve stem extensions shall be Model A-26441 with square wrench nut manufactured
by Mueller Company or a City approved equal.
SPEC-102.074
34005-1
102-074-20
'11-::.1 in:
II
L. J-I ydrant Locators
Hydrant locators shall be Hydra Finders (Water Products) or equal.
3400.3 CONSTRUCTION REOUIREMENTS
R. Connect to Existinl! Watermain
Connect to the existing 10" watermain stub at station 13+58, will be required in order to
extend the watermain north on Pike Lake Trail to 12" tee this north to end of the project
with 12" watermain. Prior to connecting to existing 10" watermain, existing lines, valves,
and hydrants shall be tested in accordance with testing specified in Watermain General
Requirements. Provide stubouts to Maple Hills Development and Wensman Properties as
shown on plans. Provide services as shown on the plans. The Contractor will be required
to adjust existing manholes on Mushtown Road.
S. Hydrant Extension,
The hydrant extension shall be installed in accordance with manufacturer's
recommendation. The existing breakoff coupling and flange shall be set at the proposed
grade.
T. Valve Box Stem Extension
When existing gate valves are buried greater than 9.5 feet deep, the City requires the use
of a stem extension to modify the gate valve to a standard depth for valve wrench use.
The valve shall be excavated and a stem extension securely attached to the operating nut
and the valve box shall be reinstalled with the necessary extension to bring the box to the
proposed grade.
3400.4 TESTING
Trench backfill shall be tested for compliance with density requirements stated on page 3400-27
of the Specifications. Testing shall be conducted by a certified testing lab approved by the
Engineer. Tests and rate of tests are as follows:
Relative Density and Moisture
Trench Backfill
Trench Backfill
Upper 3 FT, 1/12" Layer/500 FT
Below 3 FT, 1/24" Layer/500 FT
Proctor analyses shall be incidental.
SPEC-102.07-l
3400S-2
102.074-20
II II IIlI
.1
3400.5 METHOD OF MEASUREMENT
A. Connect to Existinl! Watermain
Connection to the existing watermain shall be measured on a per each basis.
M. Hvdrant Extension 12-Inch
The 12-inch hydrant extension shall be measured on a per each basis.
N. Adiust Gate Valve With Stem Extension
Adjustment of gate valves with stem extensions shall be measured on a per each basis.
O. Testinl!
Testing work shall be measured on a unit basis for the individual type of test carried out.
Only tests which indicate that the materials or workmanship meet or exceed the
specification requirements shall be considered for payment. Only testing directed by the
Engineer or his representative(s) shall be eligible for payment.
3400.6 BASIS OF PAYMENT
A. Connect to ExistiJll! Watermain
Connection to the existing watermain shall be paid for at the contract unit price on a per
each basis. The contract unit price shall include all labor, excavation, and materials
necessary to make the connection to the existing watermain. The removal and disposal of
any watermain pipe shall be incidental to watermain installation with fittings and
reconnection of pipe being paid for according to bid prices.
M. Hvdrant Extension 12-Inch
The 12-inch hydrant extension shall be paid for at the contract unit price per each.
N. Adiust Gate Valve With Stem Extension
Adjustment of gate valves with stem extensions shall be paid for at the contract unit price
per each.
O. Testinl!
Testing work shall be paid for at the contract unit price per type of test carried out.
Payment shall be made for only those tests with results which meet or exceed the
requirements of the Specifications as documented by the report from a certified, approved
lab. All testing requirements that payment is not specifically provided for in the bid
SPEC-102.074
3400S-3
102-074-20
II : I
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schedule shall be the responsibility of the Contractor and shall be incidental to the
watermain installation.
SPEC-102.074
3400S-4
102-074-20
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3400.1
3400.2
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3400 - INDEX
W A TERMAIN
GENERAL REQUIREMENTS
PAGE
DESCRIPTION ..................................... 1
MATERIALS ....................................... 1
Watermain ......................................... 1
Fire Hydrants ....................................... 4
Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Water Service Pipe and Appurtenances ...................... 6
Polyethylene Encasement Material ......................... 7
Steel Casing Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Piling ............................................ 7
Granular Materials ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
CONSTRUCTION REQUIREMENTS ...................... 9
Maintenance ........................................ 9
Work Limits .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10
Establishing Line and Grade ............................ 11
Protection of Surface Structures .......................... 12
Interference of Underground Structures. . . . . . . . . . . . . . . . . . . . .. 13
Removal of Surface Improvements ........................ 13
Excavation and Trench Preparation ........................ 14
Installation of Pipe and Fittings .......................... 18
Polyethylene Encasement of Pipeline ....................... 25
Jack-Bore Steel Casing Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Placement of Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
Water Service Installations ............................. 27
Setting Valves, Hydrants, Fittings and Specials ................ 29
Pipeline Backfilling Operations .......................... 30
Restoration of Surface Improvements . . . . . . . . . . . . . . . . . . . . . . . 31
Operational Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
Maintenance and Final Cleanup .......................... 32
TESTING ........................................ 32
Construction Testing ................................. 32
Disinfection of Watermains ............................. 34
Hydrostatic Testing of Watermains ........................ 38
Electrical Conductivity Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40
Trace Wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
II
3400.5
3400.6
MARCH 1997
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PAGE
METHOD OF MEASUREMENT ........................ 41
Connect to Existing Watermain . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
Wet Tap With Valve. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
Watermain ........................................ 42
Valves .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42
Hydrant With Valve .................................. 42
Fittings .......................................... 42
Granular Material ................................... 44
Boring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44
Water Service Connection .............................. 44
Service Line ....................................... 44
Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44
Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44
BASIS OF PAYMENT ....... . . . . . . . . . . . . . . . . . . . . . . . . . 45
Connect to Existing Watermain . . . . . . . . . . . . . . . . . . . . . . . . . . . 45
Wet Tap With Valve. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45
Watermain ........................................ 45
Valves ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45
Hydrant With Valve .................................. 45
Fittings .......................................... 45
Granular Material ................................... 45
Boring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46
Water Service Connection .............................. 46
Service Lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46
Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46
Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46
11
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3400
W A TERMAIN
GENERAL REQUIREMENTS
3400.1
DESCRIPTION
This work shall consist of the construction of the watermains, 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.
3400.2 MATERIALS
The materials used in this work shall be new, conforming with the requirements of the referenced
specifications for class, kind, type, size and grade of material as specified below and other details
indicated in the contract.
The Contractor shall furnish and use only materials manufactured in the United States in executing
the Contract, in conformance with Minnesota Statute 16B.101, Preference for American Made
Materials, except for cement manufactured in Canada and petroleum products which are exempt.
Manufactured in the United States, means manufactured in whole or in substantial part within the
United States or that more than 50 percent of the component parts were manufactured in whole
or in substantial part within the United States.
The Contractor may request in writing to the Engineer for the use of materials which are not
manufactured in the United States if the materials are not reasonably available, the price is
unreasonably excessive in the United States, or the quality is substantially less in the United States.
Approval of materials not manufactured in the United States is at the Engineer's discretion.
At the request of the Engineer, the Contractor shall submit in writing, a list of materials and
suppliers for approval.
A. Watennain
A.1 puetile Iron PiDe: Ductile iron pipe for watermains shall be Special Class 52 for
pipe less than 12 inches in diameter, Special Class 50 for pipe 12 inches or larger
in diameter, and shall conform to the requirements of AWWA C151 (ANSI
A21.51). Ductile iron pipe shall be used unless otherwise noted.
A.1.a Fittings: Fittings shall be Gray Iron or Ductile Iron, having a minimum
working pressure rating of 150 psi, and shall conform to the requirements
of A WW A ClIO (ANSI A21.10), Ductile-Iron and Gray-Iron Fittings or
A W\V A C153 (ANSI 21.53), Ductile-Iron Compact Fittings.
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3400-1
111
Couplings shall be Gray Iron or Ductile Iron in accordance with fitting
requirements above. Carbon steel couplings and sleeves shall not be used.
A.1.b Ta!1~Q' Sleeves;. Tapping sleeves shall be Smith-Blair 622 or 662, as
shown in the table below, or approved equal.
Branch Existing Pipe Size
Pipe Size 6" 8" 10" 12" 16" 20" 24"
6" 662 662 662/622 662/622 622 622 622
8" 662 662 662/622 662/622 622 622 622
10" 662/622 662/622 662 662 622 622 622
12" 662/622 662/622 662 662 622 622 622
Model 622 shall have the following characteristics. Body shall be 3/8"
carbon steel ASTM 285, Grade A. Flange shall be A WW A C207 Class D,
ANSI 150 lb drilling. Gasket shall be Grade 60 concave wedge gasket.
Bolts and nuts shall be high strength low alloy steel, A WW A Clll, ANSI
A21.11.
Model 662 shall have the following characteristics. Body shall be full
circumference band, 18-8 type 304 stainless steel. Flange shall be A WW A
C207 Class D, ANSI 150 lb drilling, epoxy coated finish. Gasket shall be
Grade 60 concave wedge gasket. Bolts and nuts shall be 18-8 type 304
stainless steel.
A.l.c Linin!:" and Coating: All pipe and fittings shall be furnished with cement
mortar lining meeting the requirements of A W\V A CI04 (ANSI A21.4) for
standard thickness lining. All interior and exterior surfaces of the pipe and
fittings shall have a tar or bituminous seal coating at least one mil thick.
Spotty or thin seal coating, or poor coating adhesion, shall be cause for
rejection.
A.1.d Joints: Pipe three inches and larger in diameter shall have push-on joints.
Fittings shall have mechanical joints. The rubber gasket shall conform to
AWWA Clll (ANSI A21.ll).
Restrained push-on joints shall be as applies to each pipe manufacture.
U.S. Pipe's TR Flex, Clow's Push-On Restrained Joint, American's Lok-
Fast, or approved equal.
Restrained mechanical joints shall be Series 1100 Megalug retainer glands
by EBAA Iron or equal.
MARCH 1997
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3400-2
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When using threaded rods as restraints they shall be sized as listed below.
pipe Size
4"
6"
8"
10"
12"
16"
20"
24"
Number of Rods
2
2
4
4
6
8
10
12
Rod Si7&
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
A.1.e Electrical Conductivitv: Copper straps shall be welded or otherwise
permanently affixed to each pipe or appurtenance to provide a positive
means of conveying electricity from pipe or fitting, to pipe or fitting.
Conductive pipe gaskets may be used on pipe to pipe connections if
approved by the Engineer. Size and method of affixing strap shall be
subject to the approval of the Engineer and shall be sufficient to meet or
exceed the criteria for conductivity testing set forth in this specification.
A.2 Polvvinvl Chloride Pipe: Polyvinyl chloride pipe (PVC) for watermain shall
conform to A WW A C900 for pipe 4 inches through 12 inches in diameter and shall
conform to A WW A C905 for pipe 14 inches and larger in diameter. All 4 inch
through 12 inch pipe shall have a minimum dimension ratio (DR) of 18,
corresponding to a working pressure of 150 psi for PVC type 1120 pipe. All 14
inch and larger pipe shall have a minimum dimension ratio (DR) of 25,
corresponding to a working pressure of 165 psi for PVC type 1120 pipe.
A.2.a Fittings: Fittings shall be Gray Iron or Ductile Iron, having a minimum
working pressure rating of 150 psi, and shall conform to the requirements
of AWWA ClIO (ANSI A21.IO), or AWWA C153 (ANSI 21.53)
Ductile-Iron Compact Fittings.
A.2.b Joints: Joints in plastic pipe shall be bell-end elastomeric-gasket type.
A.2.c Restraints: Restraints for PVC pipe shall be Series 1l00HD split restraint
harness for push-on pipe bells, Series 1100 Megalug retainer gland for
mechanical joint fittings, by EBBA Iron or equal.
Restraints for PVC pipe shall be Series 1600 restraint harness for C900 pipe
bells, Series 2000PV Megalug retainer gland for C900/C905 mechanical
joint fittings, Series 2800 restraint harness for e905 pipe bells, by EBBA
Iron or equal.
MARCH 1997
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3400-3
II
When using threaded rods as restraints they shall be sized as listed below:
;Pipe Size Inch
4
6
8
10
12
16
20
24
Number of Rods,
4
4
4
4
4
8
10
12
Rod Size Inch
3/4
3/4
3/4
3/4
3/4
3/4
3/4
3/4
A.2.d Trace Wire: Trace wire shall be 12 gage stranded wire with plastic jacket,
type TW or THW. In-line splices shall be compression butt slices with 3M
cast kit. Wire nut splices shall not be allowed.
B. .Fire H vdrants.
Fire hydrants shall be Pacer Model WB-67 as manufactured by Waterous Company, and
shall conform to A WW A C502.
Hydrants shall be furnished in conformance with the following supplementary
requirements:
(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) .
(2) Barrels shall be two piece, non-jacket type, with bottom of traffic flange set 2
inches above finish grade, 24 inch nozzle height above finish grade (16 inch break
off extension, center of nozzle 22 inches above bottom of traffic flange), and with
mechanical joint connection at the base for connecting to a 6 inch ductile iron pipe
hydrant lead.
(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 W aterous
definition of "Bury"; hydrants with a bury of 8'-6" shall be furnished).
(4) Hydrants shall have two outlet nozzles for 2-112 inch (LD.) hose connection and
one outlet nozzle for 4-112 inch (I.D.) pumper connection. Threads shall conform
to NFPA No. 194 (ANSI B26) and shall be: hose connection - 7-112 threads per
inch, 3.062 inch nominal outside diameter (National Standard Thread); pumper
connection - 4 threads per inch, 5.750 inch nominal outside diameter (National
Standard Thread). Nozzle caps shall be nut type with chain.
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3400-4
,II
(5) Hydrant operating mechanisms shall be provided with "0" ring seals preventing
entrance of moisture and shall be lubricated through an opening in the operating nut
or bonnet.
(6) Drain holes shall be left open unless indicated otherwise, if so, indicated the
hydrant shall be tagged "Pump After Use".
(7) The Contractor shall provide the Owner with one hydrant wrench for every ten (10)
hydrants supplied or portion thereof. Cost of the wrenches shall be incidental to
the project.
C. Valves
Six inch to ten inch valves shall be resilient seated gate valves, twelve inch and larger
valves shall be butterfly valves. All valves shall be for buried service.
C.l Butterflv Valves: Butterfly valves shall conform to the requirements of A WW A
C504 and the following requirements:
(1) Working pressure rating of 150 psi minimum.
(2) Two inch square operating nut opening counterclockwise (left).
(3) Double "0" ring or split V type stem seal.
(4) Traveling nut type operator permanently sealed and lubricated.
(5) Manufacturers: Dresser, Pratt, or equal.
C.2 Gate Valves: Gate valves shall conform to A WW A C509 for Resilient Seated
Valves, and shall comply with the following supplementary requirements:
(1) Working pressure rating of 200 psi for all sizes.
(2) Two inch square operating nut opening counterclockwise (left).
(3) Double "0" ring stem seal, one above and below the stem seal.
(4 ) Weather seal on bonnet cover.
(5) Non-rising stem.
(6) Mechanical joints for typical installation. Tapping sleeve assemblies
require flange by mechanical joint.
(7) Manufacturers: American, Mueller, Kennedy, or equal.
C.3 Valve Boxes: Valve boxes shall be 5-~ inch diameter shaft suitable for 7.5 feet
of cover over the top of the watermain. Boxes shall be cast iron screw type three
".'. .\ n,-.y. r 1 ()('l'!
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piece boxes with the word "WATER" on the lid. Valve boxes shall be Tyler 6860
with 5- IA inch drop lid, or equal.
D. Water Service Pine and AnDurtenances
D.1 Pipe: Water service pipe with inside diameter larger than 2-1/2 inches shall
conform to the requirements of Ductile Iron Pipe or Polyvinyl Chloride Pipe.
Water service pipe 3/4 to 2 inches inside diameter shall be Type K, seamless
copper water tubing, soft annealed temper and conform to the requirements of
ASTM B 88.
D.2 Annurtenances:
(1)
(2)
(3)
(4)
(5)
MARCH 1997
il I
Corporation Stop: For use with flared copper service pipe, and the inlet
threaded with the standard A WW A taper thread.
Curb Stop: For use with flared copper service pipe both ends, inverted key,
and Minneapolis pattern.
Curb Box,: Minneapolis pattern base, 78-81 inch stationary rod, 12 inch
box adjustment from 7 to 8 feet, lid with pentagon plug, and 1-% inch I.D.
upper section.
Service Saddle: Double strap bronze type.
Wrenches and. K~ys: The Contractor shall provide the Owner with one
3 foot curb box shutoff rod and pentagon key for every 20 curb boxes
supplied or portion thereof, minimum of 3. Cost of keys shall be incidental
to the project.
3400-6
II
(6) MamIfacturer~:
Service Manufacturer's 'Number
A1lDurtenanc~ J)iarneter~ Mueller McDonald. Ford
Corporation Stop 3/4 - 2 H-15000 4701 F-600
Curb Stop 3/4 - 2 Mark II Oriseal 6104 B22-333M-3/4Inch
H-15154 B22-444M-l Inch
B22-666M-1-lh IIrl1
B22-777M-2 Inch
Curb Box 3/4 H-10300 5614
1-1h - 2 H -1 0300/H1 0344 5615
Shutoff Rod H-10321 305
Pentagon Key H-10325 304K
Saddle
DIP H-16123-16137 202B
PVC-C900 H-13420-13435 3801 S90
*
1 inch service lines on DIP may use 3/4 inch corporation stops with flared
connection for 1 inch copper service. Saddles on PVC pipe shall be the same size
as the copper service.
E. Polvethvlene Encasement Material
Polyethylene encasement material shall conform to A WW A elOS Type A for tube type
installation and 8 mil nominal film thickness.
F. Steel Casin~ Pine
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 provisions of MnDOT Specification
2452. Piles for pipelines shall be Treated Timber, in accordance with MnDOT 3471.
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3400-7
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H. Granular Material~
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.l. Granular Material Gradation Classifications: Granular materials furnished for use
in Foundation, Bedding, Encasement, and Backfill construction shall be in
accordance with MnDOT 3149 as listed below:
Material Use Designation and Percent Passing Sieve
Sieve Size
foundation*
Coarse Filter
Aggregate
3149.H
Beddin~
Aggregate
Bedding
3149.G
Encasement
Aggregate
Bedding
3149.G
Backfill
Aggregate
Backfill
3149.E
2 inch
1 inch
3/4 inch
3/8 inch
No.4
No. 10
No. 40
No.200
100
100 100 100
85-100 90-100 90-100
30-60 50-90 50-90
0-10 35-80 35-80 35-100
20-65 20-65 20-70
10-35 10-35 10-35
3-10 3-10 3-10
*
3/4 inch to 1-1/2 inch material may be used in lieu of Foundation specified.
H.2
Granular Material Use Designation: Granular materials provided for Foundation,
Bedding, Encasement, or Backfill use as required by the Contract, either as part of
the pipe item work unit or as a BID item, shall be classified as to use in accordance
with the following:
Material Use DesiQ"nation Zone DesiQ"nation
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.
MARrH 1007
J I III
3400-R
I
i.
Granular Encasement
Placed from pipe midpoint to one foot above the top
of pipe, after pipe installation, for protection of the
pipe and to assure proper filling of voids and
thorough consolidation of backfill.
Granular Backfill
Placed below subgrade, if any, as the second stage of
backfill, to minimize trench settlement and provide
support for surface improvements.
In each case above, unless otherwise indicated, the lower limits of any particular
zone shall be the top surface of the next lower course as constructed. The upper
limits of each zone are established to define variable needs for material gradation
and compaction or void content, taking into consideration the sequence of
construction and other conditions. The material use and zone designations
described above shall not be construed to restrict the use of any particular material
in other zones where the gradation requirements are met.
I. Insulation
Main insulation shall be extruded rigid board material having a maximum thermal
conductivity of 0.23 BTU/hour/square foot/degree Fahrenheit/per inch thickness, at 4a>F
mean, a compressive strength of 35 psi minimum, and water absorption of 0.25 percent
by volume maximum. Insulation shall be DOW Styrofoam HI-40, Minnesota Diversified
Products Certiforam brand insulation or equal.
Unless otherwise specified in the Plans, Specifications, and Specific Requirements, board
dimensions shall measure 8 feet long, 4 feet wide, and 1-1/2 inches thick or greater.
3400.3 CONSTRUCTION REQUIREMENTS
A. Maintenance
Maintenance of the project site, and any other area affected by construction, shall be in
accordance with MnlDOT specifications including Sections:
1404
1514
1515
1701
Chapter 6
Maintenance of Traffic
Maintenance During Construction
Control of Haul Roads
Public Convenience and Safety
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 and unused barricades; blading the traveled ways;
MARCH 1997
3400-9
iI I Hi
,II
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 he 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. The Contractor shall
maintain access to all required intersecting streets throughout the project.
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 watermain 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.
During construction, the Contractor shall maintain the streets and control dust as directed
by the Engineer. Dust control shall be provided in the same manner to stockpiles of
topsoil, dirt, or other materials throughout the period of construction. Payment for
maintaining streets and controlling dust shall be incidental to this project and no separate
payment made unless provided for on the bid.
B. Work Limit~
The Owner has obtained permanent and temporary easements for all construction on
private property, as shown on the plan sheets.
The remaining construction is within the right-of-way of dedicated streets. The Contractor
shall limit his operations to the street right-of-way or easement unless he makes a separate
arrangement with the landowner for the use of additional land.
B.l Work on Existing Right-of-Wavs: In the case of construction on a railroad, state
or county highway right-of-way, a permit for such construction will be obtained by
the Owner. The Contractor shall comply with all requirements specified by the
'll.Rry lqq7
II ,I ,\11
3400-10
II
permit with respect to limits, safety precautions, method of construction, etc., and
shall furnish to the state or county highway department or the railroad the required
supplemental bonds or insurance coverages as stipulated in the permits without
additional cost to the Owner.
C. Establishing Line and Grade
The primary line and grade will be established by the Engineer. Line and grade stakes will
be set parallel to the proposed pipeline at an appropriate offset and interval as will serve
the Contractor's operations wherever practical; at each change in line or grade; and as
needed for pipeline appurtenances and service lines.
The Contractor shall arrange his operations to avoid unnecessary interference with the
establishment of the primary line and grade stakes; and shall render whatever assistance
may be required by the Engineer to accomplish the staking. The Contractor shall be
responsible for preservation of the primary stakes and shall bear the full cost of any
restaking necessitated by his negligence.
The Contractor shall be solely responsible for the correct transfer of the primary line and
grade from the stakes to all working points and for construction of the work to the
prescribed lines and grades.
Unless otherwise specified in the Plans, Specifications, and Specific Requirements, all
watermain shall generally be placed with 7-1/2 feet of cover. However, a greater depth
may be required to clear storm and sanitary sewers and sewer services, and no additional
compensation shall be provided for such adjustments.
In certain locations where watermain is in direct conflict with storm or sanitary sewer, the
watermain 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 watermains, house sewers, storm sewers, or sanitary sewers,
a separation of at least 18 inches between the watermain 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 watermains shall be constructed of material
equal to watermain standards of construction for a distance of at least 9 feet
on either side of the watermain.
(2) \Vatermain passing under sewers shall, III addition, be protected by
providing:
)vl-\ RrH 1997
11.'! ;!li
3400-11
II
(a) adequate structural support for the sewers to prevent excessive
deflection of joints and settling on and breaking of the watermains;
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 watermain may be laid closer to a storm or sanitary sewer provided
that:
(1) the bottom of the watermain 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 watermain
standards of construction and shall be pressure tested to assure water-
tightness prior to backfilling.
D. ProteGtion of 51l1;:face Structures
All surface structures and features located outside the excavation limits for underground
installations, together with those within the construction areas which are indicated in the
Plans as being saved, shall be properly protected against damage and shall not be disturbed
or removed without approval of the Engineer. Within the construction limits, as required,
the removal of improvements such as paving, curbing, walks, turf, etc., shall be subject
to acceptable replacement after completion of underground work, with all expense of
removal and replacement being borne by the Contractor unless separate compensation is
specifically provided for in the Contract.
Obstructions such as street signs, mailboxes, guard posts, culverts, and other items of
prefabricated construction may be temporarily removed during construction provided
essential service is maintained in a relocated setting as approved by the Engineer and
nonessential items are properly stored for the duration of construction. Upon completion
of the underground work, all such items shall be replaced in their proper setting by and at
the sole expense of the Contractor.
In the event of damage to any surface improvements, either privately or publicly owned,
the Contractor will be required to replace or repair the damaged property to the satisfaction
of the Engineer and by the Contractor at his expense.
MARCH 1997
3400-12
1I~ "I 111
II
E. Interference of Underground Structures
When any underground structure interferes with the planned placement of pipe or
appurtenances and requires alterations in the work to eliminate the conflict or avoid
endangering effects on either the existing or proposed facilities, the Contractor shall
immediately notify the Engineer and the Owner of the affected structures. When any
existing facilities are endangered by the Contractor's operations, he shall cease his
operations at the site and take such precautions as may be necessary to protect the inplace
structures until a decision is made as to how the conflict will be resolved.
Without specific authorization from the utility owner, no essential utility service shall be
disrupted, nor shall any change be made in either the existing structures or the planned
installations to overcome the interference. Alterations to existing facilities will be allowed
only when that service will not be curtailed unavoidably and then only when the
encroachment or relocation will satisfy all applicable regulations and conditions.
Wherever alterations are required as a result of unforeseen underground interferences not.
due to any fault or negligence of the Contractor, the Engineer will issue a written change
order covering any additional or extra work involved and specifying the revised basis of
payment, if any. Any alterations made strictly for the convenience of the Contractor shall
be subject to prior approval and shall be at the Contractor's expense.
No extra compensation will be allowed for delays caused by the interference of
underground structures unless approved by the Engineer and included in a change order.
F. Removal of Surface Imnrovements
Removal of surface improvements in connection with trench excavation shall be limited to
actual needs for installation of the pipeline and appurtenances. Removal operations shall
be coordinated effectively with the excavation and installation operations as will cause the
least practical disruption of traffic or inconvenience to the public. Removed debris shall
not be deposited at locations that will restrict access to fire hydrants, private driveways,
or other essential service areas. Removal and final disposal of debris shall be
accomplished as a single operation wherever possible and the debris shall be removed from
the site before starting the excavating operations.
Removal of concrete or bituminous structures shall be by methods producing clean-cut
breakage that will preserve the remaining structure without damage. Concrete or
bituminous paving shall be removed so when the trench is excavated there will be a six
inch wide minimum undisturbed sub grade 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.
\f~Rrl-! 10117
I. ,r 'III
3400-13
.,
Any reusable materials or materials for recycling, such as asphalt, concrete, aggregate, sod
or topsoil, shall be segregated from other waste materials and be stockpiled so as to
maintain suitability and permit proper reuse.
G. Excavation and Trench Pre9aration
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 elevation or direction for connections to inplace
structures, the excavating shall be done at those locations in advance of the main operation
so actual conditions will be exposed in sufficient time to make adjustments without
resorting to extra work or unnecessary delay.
All installations shall be accomplished by open trench construction except where boring
and jacking or tunnel construction methods shall be employed as specifically required by
the Plans or approved by the Engineer. Surface structures must be properly supported and
the backfill restored to the satisfaction of the Engineer.
The excavation operations shall be conducted to carefully expose all inplace underground
structures without damage. Wherever the excavation extends under or approaches close
to an existing structure as to endanger it in any way, precautions and protective measures
shall be taken as necessary to preserve the structure and provide temporary support. Hand
methods of excavating shall be utilized to probe for and expose such critical or hazardous
installations as gas pipe and power or telephone cables.
G.1 ,Classification and Disposition of Materials: All materials encountered in the
excavations, with the exception of items classified for payment as structure
removals, will be considered as Unclassified Excavation. Unclassified materials
shall include muck, rubble, wood debris, boulder stone, masonry or concrete
fragments less than 1 cubic yard in volume, together with other miscellaneous
matter that can be removed effectively with power operated excavators.
Excavated materials will be classified for reuse as being either Suitable or
Unsuitable for backfill or other specified use, subject to selective controls. All
suitable materials shall be reserved for backfill to the extent needed, and any
surplus remaining shall be utilized for other construction on the project as may be
specified or ordered by the Engineer. To the extent practical, granular materials
and topsoil shall be segregated from other materials during the excavating and
stockpiling operations so as to permit best use of the available materials at the time
of backfilling.
All excavated materials reserved for backfill or other use on the project shall be
stored at locations approved by the Engineer that will cause a minimum of nuisance
or inconvenience to public travel, adjacent properties, and other special interests.
The material shall not be deposited so close to the edges of the excavations as
~lr\lWI-{ 1<)97
II :1111
3400-14
II
would create hazardous conditions, nor shall any material be placed so as to block
the access to emergency services. All materials considered unsuitable by the
Engineer, for any use on the project, shall be immediately removed from the
project and be disposed of as arranged for by the Contractor. .
If contaminated soils are encountered during the excavation process the Contractor
shall notify the Engineer and the MPCA to determine what actions are necessary
to properly handle the removal of the contaminated soils and replace them with
suitable materials.
G.2 Excavation Limitations and Reo.uirements: 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
acconunodate 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 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 2 feet, subject to the considerations
for alternate pipe loading set forth below. The width of the trench at the ground
surface shall be held to a minimum to prevent unnecessary destruction of the
surface structures while maintaining safe working conditions.
The maximum allowable trench width at the level of the top of pipe may be
exceeded only by approval of the Engineer, after consideration of pipe strength and
loading relationships. Any alternate proposals made by the Contractor shall be in
writing, giving the pertinent soil weight data and proposed pipe strength alternate,
and shall be made in a timely manner so as not to delay the project. Approval of
alternate pipe designs shall be with the understanding that there will be no extra
compensation will be allowed for any increase in material or construction costs.
MARCH 1997
3400-15
il I
,II
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 work under contract or to adjacent structures or
property caused by settlement, water or earth pressures, slides, cave-ins, or other
causes due to failure or lack of sheeting , shoring, or bracing or through negligence
or fault of the Contractor in any manner shall be repaired by the Contractor at his
expense and without delay.
Where conditions warrant extreme care, the Contractor shall exercise special
precautions to protect life or property. This may include the installation of sheet
piling of the interlocking type or shall include other safety measures be taken as the
Contractor deems necessary. The Contractor shall at all times be responsible for
protection of life, property, and the work on the project.
The Contractor shall assume full responsibility for proper and adequate placement
of sheeting, shoring, and bracing, wherever and to such depths that soil stability
may dictate the need for support to prevent displacement. Bracing shall be so
arranged as to provide ample working space and so as not to place stress or strain
on the inplace structures to any extent that may cause damage.
Sheeting, shoring and bracing materials shall be removed only when and in such
manner as will assure adequate protection of the inplace structures and prevent
displacement of supported grounds. Sheeting and bracing shall be left in place only
as required by the Contract. Otherwise, sheeting and bracing may be removed as
the backfilling reaches the level of respective support. Wherever sheeting and
bracing is left in place, the upper portions shall be cut and removed to an elevation
of 3 feet or more below the established surface grade or as the Engineer may
direct.
All costs of furnishing, placing and removing sheeting, shoring and bracing
materials, including the value of materials left in place as required by the Contract,
shall be included in the prices bid for pipe installation and will not be compensated
for separately. When any sheeting, shoring, or bracing materials are left in place
by written order of the Engineer, payment may be made for those materials as an
extra work item, including waste material resulting from upper cut-off
requirements.
G.4 Prenaration and Maintenance of Foundations: Foundation preparations shall be
conducted to produce a stable foundation and provide continuous and uniform pipe
bearing between bell holes. Where Class C bedding is specified, the initial
excavating or backfilling operations shall produce a subgrade level slightly above
finished grade to pennit hand shaping to finished grade by trimming of high spots
and without the need for filling of low spots to grade.
'\fl\ Q r~ 1 QO!
illll
3400-1fl
III
II 'j --)~ ,^^-
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 8 inches in loose thickness.
Each layer of backfill shall be compacted thoroughly, by means of approved
mechanical compaction equipment, to produce uniform pipe support throughout the
full pipe length and facilitate proper shaping of the pipe bed.
Where the foundation soil is found to consist of materials that the Engineer
considers to be so unstable as to preclude removal and replacement to a reasonable
depth to achieve solid support, a suitable foundation shall be constructed as the
Engineer directs in the absence of special requirements therefore in the Contract.
The Contractor shall be required to furnish and drive piling and construct concrete
or timber bearing supports or other work as provided for in an extra work order.
Care shall be taken during final subgrade shaping to prevent any over-excavation.
Should any low spots develop, they shall only be filled with Granular Foundation
material, which shall be compacted thoroughly, without additional compensation
provided to the Contractor. The finished sub grade 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.
The Contractor shall be responsible for evaluating any existing well situations and
the impact his dewatering operation may have on them. Any damage or corrective
action needed as a result of the dewatering operation shall be the Contractor's
responsibility. If as a result of the dewatering operation anyone is without potable
water the Contractor shall make provisions for a temporary water supply to those
properties.
Dewatering wells, as of August 1994 must be in accordance with the Minnesota
Department of Health, Well Management Newsletter, Volume 14, No.3,
September 1994, and Minnesota Rules, Chapter 4725, regarding dewatering wells
greater than 25 feet deep. Construction is required by a licensed dewatering well
or well contractor and a Notification Form and fee is required.
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
~ ,1 (\(\_1 '7
ill
![
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.
H. Installation of Pipe and Fittings
Inspection, handling, and all aspects of the installation of pipe, services, and appurtenances
shall be in accordance with the applicable sections of the A WW A specifications, the
manufacturer's recommendations, and as supplemented as follows.
H.l Inspection and Handlin~: Proper and adequate implements, tools, and facilities
shall be provided and used by the Contractor for the safe and convenient
prosecution of the work. Unloading, distribution, and storage of pipe and
appurtenant materials on the job site shall be at a location approved by the
Engineer. All materials shall be handled carefully, as will prevent damage to
protective coatings, linings, and joint fittings; preclude contamination of interior
areas; and to avoid jolting contact, dropping or dumping.
Before being lowered into laying position, the Contractor shall make a thorough
visual inspection of each pipe section and appurtenant units to detect damage or
unsound conditions that may need corrective action or be cause for rejection.
Inspection procedure shall be as approved by the Engineer, with special methods
being required as he deems necessary to check out suspected defects more
definitely. The Contractor shall inform the Engineer of any defects discovered and
the Engineer will prescribe the required corrective action or order rejection.
Immediately before placement, the joint surfaces of each pipe section and fitting
shall be inspected for the presence of foreign matter, coating blisters, rough edges
or projections, and any imperfections so detected shall be corrected by cleaning,
trimming, or repairs as needed.
H.2 Pipe Laving: Onerations: Trench excavation and bedding preparations shall proceed
ahead of pipe placement as will permit proper laying and joining of the units at the
prescribed grade and alignment without unnecessary deviation or hindrance.
All foreign matter or dirt shall be removed from the inside of the pipe and fittings
before they are lowered into position in the trench and they shall be kept clean by
approved means during and after laying. The watermain materials shall be
carefully lowered into laying position by the use of suitable restraining devices.
Under no circumstances shall the pipe be dropped into the trench.
MARCH 1997
3400-18
:. I
ill
ill'
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 watermain 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.
Connect to existing watermain shall be as accomplished as noted on the plans or as
otherwise approved by the Engineer. This work shall be considered incidental
unless there is a separate bid item provided.
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.
Pipe bedding for ductile iron watermain shall be Class C, shaping the trench
bottom to conform to the pipe, and pipe bedding for PVC watermain shall be
Class B, 4 inches of granular bedding, unless noted otherwise. Pipe bedding shall
be considered incidental unless there is a separate bid item provided.
H.3 Ductile Iron Pine 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 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 assembly to insure full insertion. Field cut pipe shall be
filled or ground at the spigot edge to resemble the manufacturer's fabricated
detailing. The use of the bucket on the excavation equipment shall not be
used to force pipe into socket.
\lARrH 1 <)()7
II ( illl
3400-19
II
H.3.b Mechanical Joint~: The last eight inches of the outside spigot surface and
the inside bell surface of each pipe and appurtenance joint shall be painted
with a soap solution, after being thoroughly cleaned. The cast iron gland
shall then be slipped on the spigot end with the lip extension toward the
socket or bell end. The rubber gasket shall be painted with soap solution
and be placed on the spigot end with the thick edge toward the gland. An
approved lubricant provided by the pipe manufacturer may be used in lieu
of the soap solution.
After the spigot end is inserted into the socket to full depth and centered,
the gasket shall be pressed into place within the bell evenly around the
entire joint. After the gland is positioned behind the gasket, all bolts shall
be installed and the nuts tightened alternately to the specified torque, such
as to produce equal pressure on all parts of the gland.
Unless otherwise specified, the bolts shall be tightened in accordance with
A WW A C-600 by means of a suitable torque-limiting wrench within a
foot-pound range of:
Pipe Size Bolt Size Torque
Jnch Inch ft-lb
3 5/8 45-60
4-24 3/4 75-90
30-36 1 100-120
After tightening, all exposed parts of the bolts and nuts shall be completely
coated with an approved bituminous rust preventive coal tar material such
as Koppers, Bitumastic Super Service Black or Tnemec 46-457 Tnemecol.
H.4 Polvvinvl Chloride Pine Joints: Jointing shall be in accordance with A WW A
Manual No. M23.
H.5 A1i!!nin2" and Fittin2" of Pipe: The cutting of pipe for inserting valves, fittings, or
closure pieces shall be done in a neat and workmanlike manner without damage to
the pipe and shall leave a smooth square-cut end. Pipe shall be cut with approved
mechanical cutters.
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
A WW A C600 for mechanical joints and push-on joints, or as otherwise allowed by
the pipe manufacturer.
il \1'~ R~~ l<)t)7
3400-20
II
MECHANICAl" JOINT
Pipe Size
lW1
3 - 4
6
8 12
14 - 16
18 - 20
24 - 30
Deflection Angle
~ree~~nute~
8 18
7 07
5 21
3 35
3 00
2 23
Offset
Inch
1 R' 20'
31 35
27 30
20 22
13.5 15
11 12
9 10
,PUSH-ON JOINT
Offset
Inch
18' 20'
19 21
11 12
Pipe Size
Inch
3 - 12
14 - 36
Deflection Angle
De2Tees
5
3
Radius
Feet
,18' 20'
125 140
145 160
195 220
285 320
340 380
450 500
Radius
Feet
18' 20'
205 230
340 380
H.6 Blocking and Restrainin2: PiDe~ All plugs, caps, tees, bends, and other thrust
points shall be provided with reaction blocking or attachment of suitable restraining
devices to prevent movement. Reaction blocking and restraining devices shall be
as follows unless indicated otherwise on the plans or details:
Mechanical restraining devices shall be used unless other suitable reaction blocking
is indicated or is approved by the Engineer.
(1) Retainer glands shall be used for joint restraint on all horizontal and vertical
bends 22-112 degrees and greater, caps, tees, crosses, valves at the end of
a line, four inch and larger service line valves, hydrant valves, and
hydrants.
Restrained joints as provided by the pipe manufacture as a part of the pipe
joint such as Lok-Fast by American, TR Flex by U.S. Pipe, and Push-On
Restrained Joint by Clow shall be considered equivalent to the use of an
independent restraining device.
Tees and crosses in the run of the main do not require restraint. The plugs
of tees and crosses and the branch of tees shall be restrained.
Service lines and valves, four inch and larger, shall be restrained from the
main to the end of the service or a minimum of 20 feet to allow future
excavation and connection to the service stub without shutting down the
main line water.
MARCl-I1997
3400-21
ill
Hydrants and leads shall be restrained from the main to the hydrant or a
minimum of 20 feet.
Joint restraint on four inch and larger service lines shall be provided from
the main to the end of the service.
The following table indicates the required linear feet of pipe to be restrained
on each side of a bend. The minimum length value is based on:
Test pressure of 150 psi
Bury depth of 7 feet from ground surface to top of pipe
A safety factor of 1. 5: 1
Pipe bedded in native soil
PIPE RESTRAINING REQUIREMENTS
Ductile Iron Pipe
Sand Clay Silt
Valve Valve Valve
Pipe Elbow Tee Elbow Tee Elbow Tee
Size I 221h I 45 I 90 End I 221h I 45 I 90 End 221h I 45 I 90 End
Inch Minimum Length to be Restrained on Each Side of Fitting - Feet
4 1 2 5 9 1 3 7 11 1 I 3 7 13
6 1 3 7 13 2 4 10 16 2 4 10 18
8 2 4 9 17 3 6 14 21 3 6 13 24
12 3 5 13 24 4 8 20 30 4 8 19 34
16 3 7 17 31 5 11 26 39 5 10 25 44
20 4 9 21 38 6 13 32 48 6 12 30 54
24 5 10 24 45 7 15 37 57 7 15 35 64
Ductile Iron Pipe with Polyethylene Wrap
Sand Clay Silt
Valve Valve Valve
Pipe Elbow Tee Elbow Tee Elbow Tee
Size I 221h I 45 I 90 End 221/2 I 45 I 90 End 221/2 I 45 I 90 End
Inch Minimum Length to be Restrained on Each Side of Fitting - Feet
4 2 3 8 26 2 4 10 28 2 4 10 28
6 2 5 11 37 3 6 14 40 3 6 15 40
8 3 6 14 48 4 8 19 53 4 8 19 53
12 4 8 21 69 5 11 27 76 5 11 . 27 76
16 5 11 26 90 7 14 35 98 7 15 35 98
20 6 13 32 110 8 18 42 120 9 18 43 120
24 8 16 38 130 10 21 50 142 10 21 50 142
\fAOrU 100...,
11.1 Il!
3400-22
II
PVC Pipe
Sand Clay Silt
Valve Valve Valve
Pipe Elbow Tee Elbow Tee Elbow Tee
Size 22th 145 I 90 End I 22th I 45 I 90 End 221h I 45 I 90 End
Inch Minimum Length to be Restrained on Each Side of Fitting - Feet
4 1 3 14 14 2 4 10 21 2 4 10 23
6 2 4 20 20 3 6 14 30 3 6 13 32
8 2 5 26 26 4 8 19 39 4 7 18 43
12 3 7 37 37 5 11 27 57 5 10 25 61
16 4 9 49 49 7 14 35 74 6 14 33 80
20 5 11 60 60 8 18 42 92 8 16 40 98
24 6 13 70 70 10 21 50 109 9 19 47 116
(2) Offset bends made with standard offset fittings need not be strapped or
buttressed.
(3) Tie rods and tie harnesses shall be of the same size as the required bolt,
torqued to the requirements of Section H.3.b. After installing the tie rods
and harnesses and prior to the backfill operations, they shall be coated with
a brush applied tar coating. This coating shall be Koppers Bitumastic Super
Services Black or Tnemec 46-457 Tnemecol, or equal, and shall be applied
to the manufacturer's specifications. Hot dipped galvanized parts need not
be tar coated.
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.
(4) 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.
(5) 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 MnDOT
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
MARCH 1997
3400-23
II I III
II
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.
H.7 Wet Tap with Valve: The tapping sleeve and resilient seated gate valve assembly
shall be installed on the watermain pipe after thoroughly cleaning the pipe to be
tapped. The sleeve shall be assembled on the pipe and the bolts tightened per the
manufacturer's specifications. Joint restraints shall be provided in accordance with
these specifications.
Shell cutters shall be the maximum size allowed for the tap being made. Size on
size taps shall utilize a 1h inch undersized shell cutter.
Electrical conductivity straps shall be provided to bypass the tapping sleeve
assembly.
Upon completing the installation all exposed bolts and nuts shall be completely
coated with an approved bituminous rust preventative coal tar material. The entire
tapping sleeve and valve assembly shall be polyethylene encased in accordance with
section 3400.3.1 of the specifications.
H.8 Trace Wire: Trace wire shall be installed along all PVC pipe unless noted
otherwise. The trace wire shall be considered incidental to the watermain
construction.
The trace wire shall be installed no more than 6 inches above, and centered along
the top of the pipe during the initial backfilling operations. Care shall be taken to
not damage the wire. Splices shall be made using 3M cast kits. Splices shall not
occur more frequently than one per 250 feet of pipe.
At each hydrant, and main line valve and valve box, the trace wire shall be
securely fastened to the appurtenance on an approved stand-off readily visible. On
hydrants the wire can be secured to a bottom flange bolt of the hydrant head, at the
traffic flange, just above the ground. At mainline valves the wire shall be secured
to the valve body to enable locator contact utilizing a valve wrench on the valve nut
as well as a wire loop shall be extended up the interior of the valve box for a direct
connection to the wire. The wire shall be connected to the appurtenances to allow
a low voltage circuit locator to be attached without excavation. It is recommended
that during construction, the Contractor periodically test the trace wire being
installed, to ensure continuity. Upon completion of the project the Contractor shall
test the trace wire in accordance with Section 3400.4 Testing.
. ~.f ,\ R('H 1 c)c)7
11'1 Ilfl
3400-24
I
I. .Polvethylene Encasement of Pi!1elin~
Wherever so required by the Plans or Specific Requirements, the pipeline, including
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 pipeshaped 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 A WW A C105, Type A.
J. ~k-Bore Steel Casimr Pipe
The Contractor shall jack-bore steel casing pipe in place as specified and as shown on the
plans. Steel casing pipe for use with a carrier pipe is indicated on the plans as the
minimum size required. The Contractor may at his own expense use a larger size pipe if
so desired for ease of construction and when approved by the Engineer.
Traffic control shall be in accordance with the Minnesota Manual on Uniform Traffic
Control Devices and any permit requirements.
Soil borings provided with this specification are for general information purposes only.
The contractor shall evaluate the site to his own satisfaction, by taking additional borings,
before commencing work. No horizontal boring shall take place in ground water situations
without first dewatering to a level at least two feet below the proposed casing pipe. When
ground water is present, piezometers shall be installed, at the Contractor's expense, to
monitor the ground water level before and during construction. Piezometers shall be
installed far enough ahead of the construction to permit stabilization with natural ground
water levels.
The boring pit shall be well sheeted, braced, and of sufficient strength, as determined by
established soils engineering practices, to withstand the loads and pressures imposed by
boring and to resist the horizontal earth pressures that could develop for the type of
material encountered.
Fencing shall be placed around all pits and secured at the end of each work day.
The boring and jacking machine shall be of the fixed rail type, have the capability of
controlling the flow of material at the face, have the capability of conforming to line and
grade, and shall conform to the size and shape of the casing or liner.
At the Contractor's option, a 1-lh inch pipe shall be forced along the top of the pipe being
jacked. The end of this 1-1/2 inch pipe shall be 18 inches back from the lead edge of the
jacking pipe. Bentonite grout shall be forced under pressure through this pipe at all times
during the jacking operation to lubricate the pipe and fill any voids that develop above the
pIpe.
MARCH 1997
3400-25
~. q lii
.i
In the event that cobbles or boulders are encountered which can not be removed through
the auger, the auger shall be pulled and the rocks removed by hand, mechanical methods,
or blasting. When provided for as a bid item, this removed rock material shall be field
measured to determine the volume for payment.. Payment shall be made only when the
auger is required to be pulled and there is a bid item provided, otherwise rock removal
shall be considered incidental to the boring.
The auger shall at all times be held back of the cutting head adequately to prevent over
excavation at the cutting head and voids in the surrounding soils. Any voids which may
occur or surface settlement shall be corrected by augering from the surface and injection
grouting to correct the settlement. The Contractor shall also be responsible for any
associated damage.
In non-granular soils back grouting shall be required on the outside of the casing once the
casing is installed. A grouting tube and grout pump that maintains positive piston pressure
on the grout shall be used. Grout mixture shall contain one, 94 pound bag of Type II
portland cement with 5 to 6 gallons of water.
The carrier pipe shall be installed using joint restraints to facilitate removal if ever needed.
The carrier pipe shall be supported to provide the specified alignment and prevent undo
stress on the bells of the pipe. Supports shall be of pressure treated wood with stainless
steel bands.
After the carrier pipe has been inserted, the annular space inside the casing pipe shall be
filled with sand utilizing equipment and procedures adequate to completely fill the void
space throughout the full length of the casing. Concrete bulkheads of one foot minimum
thickness shall be constructed at both ends of the casing pipe.
The rate of filling the annular space with sand shall be carefully controlled to avoid
floating the pipe. The Contractor shall take all necessary precautions and be fully
responsible for maintaining the grade and straight alignment of the carrier pipe.
Particular care shall be exercised to provide full and uniform support of the carrier pipe
at the transition from direct bury to encasement in the casing pipe.
The Contractor shall be responsible for obtaining and paying for any special permit fees,
insurance, or bonds which may be required to accomplish the work.
K. Placement of Insulation
Rigid insulation board shall be placed within the pipe encasement zone, 6 inches above the
pipe. Prior to placement of the insulation, encasement material shall be compacted until
there is no further visual evidence of increased consolidation or the density of the
compacted layer conforms to the density requirements specified in the Specific
Requirements, then leveled and lightly scarified to a depth of 1/2 inch. Encasement zone
MARCH 1997
[I iii
3400-26
II
][
material placed below the insulation shall be free of rock or stone fragments measuring
1_1h inches or greater.
Insulation boards shall be placed on the scarified material with the long dimension parallel
to the centerline of the pipe. Boards placed in a single layer shall be overlapped at least
6 inches on all sides to eliminate continuous joints for the full depth of the insulation. If
two or more layers of insulation boards are used, each layer shall be placed to cover the
joints of the layer immediately below with an overlap of at least 6 inches.
The Contractor shall exercise caution to insure that all joints between boards are tight
during placement and backfilling with only extruded ends placed end to end or edge to
edge. Broken or damaged material shall be removed and replaced.
The first layer of material placed over the insulation shall be 12 inches in depth, free of
rock or stone fragments measuring 1-lh inches or greater. The material shall be placed in
such a manner that construction equipment does not operate directly on the insulation and
shall be compacted with equipment which exerts a contact pressure of less than 80 psi.
The first layer shall be compacted until there is no further visual evidence of increased
consolidation or the density of the compacted layer conforms to the density requirements
specified.
L. Water Service Installations
Water service lines complete with all required appurtenances, shall be installed in
accordance with all pertinent requirements for main line installations and as supplemented
as follows.
It shall be the responsibility of the Contractor to keep an accurate record of the location,
depth and size of each service connection and other pertinent data such as the location of
curb stops and pipe endings. Tap locations shall be recorded in reference to survey line
stationing. Curb boxes shall be tied to definable land marks such as building corners, fire
hydrants, manholes and telephone pedestals. Pipe terminals at the property line shall be
marked on the ground surface with a 2 inch x 4 inch x 8 foot wood post extending 3 feet
above grade with the top 2 feet 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
MARCH 1997
II ,!I ml
3400-27
II
II
clearance between pipelines. Also, at least 6 inches of clearance shall be maintained in
crossing over or under other structures. Where the service pipe may be exposed to
freezing due to insufficient cover or exposure from other underground structures, the water
pipe shall be insulated as directed by the Engineer.
Service trenches shall be restored and compacted as specified for pipelines.
L.l J'ap 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 3/4
inch to 2-1h inch nominal inside diameter.
Unless otherwise indicated, tap service piping may be laid directly on any solid
foundation soil that is relatively free of stones and hard lumps.
Tap service piping shall be installed in one piece without intermediate joint
couplings between the corporation stop at the watermain tap and the curb stop. All
pipe and appurtenances shall be joined by means of approved flared type threaded
couplings.
Connection of tap service lines to the watermain shall be made with an approved
corporation stop, with the watermain tap being made from horizontal to an angle
of not more than 15 degrees from the horizontal. (2:30 and 9:30). Expansion loops
shall be directed horizontally, not vertically from the tap. A minimum of 3 full
threads of the corporation stop must engage in ductile iron watermain or a saddle
must be used for the connection as noted in the table below.
DUCTILE IRON PIPE SADDLE REQUIREMENT
Special Class 52 Special Class 50
Pipe Size Inches 4 6 8 10 12 14 16 18 20 24
Wall Thickness Inches .29 .31 .33 .35 .31 .33 .34 .35 .36 .38
Corporation Stop Pipe Thickness in Inches
Inches Required for 3 Corporation Stop Threads
Above Line - Without Saddle
3/4 .31 .28 .27 .26 .25 .25 .25 .24 .24 .24
1 .38 .34 .32 .31 .30 .29 .29 .28 .28 .27
1-1/4 .45 .39 .36 .34 .33 .32 .31 .30 .30 .30
1-1/2 .44 .40 .37 .35 .34 .33 .32 .32 .31
2 .48 .44 .41 .39 .37 .36 .35 .33
Below Line - With Saddle
All tap service lines to PVC watermain require the use of a saddle.
M.'iRrli 1997
II" II
3--:.00-28
II
The flaring of copper tubing ends shall be accomplished only with the use of the
proper size and type of tools as designated for the purpose, and will provide
accurate sizing and rounding of the ends. Tubing shall be cut squarely and all edge
roughness shall be removed prior to flaring. All couplings' shall be tightened
securely, so the flared end fits snugly against the bevel of the fitting without
leakage. The flared joint couplings shall be made up without the use of jointing
compounds.
Unless otherwise indicated, tap service lines shall be installed on a straight line at
right angles to the watermain or property line. The service line shall be terminated
with a curb stop and box at the property line. When the service lines are to be
terminated beyond the curb stop and box at the property line, then the service line
extension shall be terminated with a compression fitting and cap, suitable to
pressure test against. This longer service line may be required to avoid future
sidewalk disruption or conflicts with utility lines within the utility easement along
the front of the lot line.
The service pipe and curb stop coupling depth shall be such as to maintain not less
than 7-1f2 foot 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. SettinQ" Valves. Hvdrants. FittinQ"s and Snecials
~ - ~
Valves, hydrants, fittings and specials shall be provided and installed as required by the
plans and detail plates, and with each installation accomplished in accordance with the
requirements for installation of mainline pipe to the extent applicable. Support blocking,
thrust blocking, and anchorage devices shall be provided as required by the plans and
detail plates.
Hydrants shall be installed plumb, with the height and orientation of nozzles as shown on
the plans and details. The large pumper nozzle shall be oriented squarely facing the street.
If the hydrant installation results in the pumper nozzle not facing the street, the hydrant
head shall be rotated accordingly. The traffic flange of the hydrant shall be set with the
bottom of the flange 2 inches above finish grade. When a hydrant barrel extension is
installed the traffic flange shall be adjusted to remain at 2 inches above the finish grade.
MARCH 1997
3400-29
,1 I
II
l[
A drainage pit of a minimum volume of one cubic yard shall be constructed around the
hydrant base and filled with 3/4 to l-Ih inch drain rock firmly compacted under and around
the hydrant base and to 6 inches above the hydrant drain hole. The drain rock shall be
covered with geotextile fabric, 6 mil polyethylene, or two layers of tar paper prior to
backfilling. Hydrant drain holes shall normally be left open. Hydrants located where the
groundwater is above the drain hole shall have the outlet factory plugged to ensure proper
plug installation. The hydrant shall have a pennanent tag attached stating "Pump After
Use". The pumper nozzle shall be factory painted in accordance with the City standard
to identify the hydrant as having a plugged drain hole and needing to be pumped out after
use.
New hydrants shall have hydrant locating devices and flags in accordance with the City
standard.
Valves shall have a piece of geotextile fabric, 4 feet by 4 feet, placed centered over the
valve body, prior to installing the bottom section of the valve box, to prevent soil
migration into the valve box assembly. The valve box shall be centered over the operating
nut of the valve, installed plumb, and the box cover set to fInish grade in accordance with
the pavement requirements. Valve boxes shall be installed so as to not transmit shock or
stress to the valve. The Contractor shall take extra care in backfIlling and compacting
around the valve box assembly to ensure plumbness and ease of keying the valve upon [mal
installation.
Valve boxes installed independent of a hydrant outside the paved roadway shall be marked
with a 4 foot high sign post with a 4 x 8 inch reflectorized marker with a GV labeling on
it. The marker post shall be installed two feet back of and facing the valve box, to allow
operation of the valve wrench without hitting the marker post.
All dead end lines shall be terminated with a plug or cap and restrained, rodded or thrust
blocked. If the pipe size is reduced near the end of the line, restraints shall be sized for
the pipe size prior to the reduction. A 4 inch x 4 inch x 6 foot wood post marker shall be
installed at the end of the line.. The marker shall be installed with 4 feet buried in the
ground and 2 feet exposed above the ground.
Special appurtenances shall be installed as shown on the plans and specified.
N. Pineline Backfilling Ooerations
- - -
MARCH 1997
[I ,III
All pipeline excavations shall be backfilled to restore pre-existing conditions as the
minimum requirement, and fulfill all supplementary requirements indicated in the Plans
and SpecifIcations. The backfIlling operations shall be started as soon as conditions will
permit on each section of pipeline, so as to provide continuity in subsequent operations and
restore normal public service as soon as practicable on a section-by-section basis. All
operations shall be pursued diligently, with proper and adequate equipment, as will assure
acceptable results.
3400-30
I
j[
Backfilling shall be accomplished with the use of Suitable Materials selected from the
excavated materials to the extent available and practical.
Suitable Material shall be defined as a mineral soil reasonably free of foreign materials
(rubbish, debris, etc.), frozen clumps, organic matter, stone, rock, concrete, or bituminous
chunks larger than 4 inches, and other unsuitable materials that may damage the pipe
installation or prevent thorough compaction, taking into consideration particular needs of
different backfill zones. Unsuitable material shall only be utilized where and to the extent
there will be no detrimental effects and with the approval of the Engineer.
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 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 Imnrovements
Wherever any surface improvements such as pavement, curbing, pedestrian walks, fencing
or turf have been removed, damaged or otherwise disturbed by the Contractor's
operations, they shall be repaired or replaced in kind and structure to the pre-existing
condition or better. Each item of restoration work shall be done as soon as practical after
completion of installation and backfilling operations on each section of pipeline.
In the absence of specific payment provisions, as separate bid items, the restoration work
shall be compensated for as part of the work required under those bid items which
necessitated the destruction and replacement or repair, and there shall be no additional
compensation. If separate bid items are provided for restoration work, only that portion
of the replacement or repair which was necessitated by the contract work will be measured
for payment. Any improvements removed or damaged unnecessarily shall be replaced or
repaired at the Contractor's 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 4 inches under all concrete and bituminous items. No direct compensation will be
1\,1-\,' RC'H 1 'l'l7
II ,1111
3400-31
II
made for furnishing and placing this material even though such course was not part of the
original construction.
Existing concrete and bituminous surfaces at the trench wall shall be sawed or cut with a
cutting wheel to form a neat edge in a straight line before surfaces are to be restored.
Sawing or cutting may be accomplished as a part of the removal or prior to restoration at
the option of the Contractor. However, all surface edges shall be inspected prior to
restoration.
P. Operat\QnalJnspectiol1
At the completion of the construction, as part of the punch list preparation, there shall be
an operational inspection conducted by the Contractor, in the presence of the Engineer and
Owner, to ascertain that the entire facility is in good working order. Specific items to be
inspected are that services are marked, off street valves are marked, valve boxes are
centered on the valve, valves can be keyed, valves operate smoothly, valves are in the open
position, hydrants operate and drain properly, curb stops operate easily, curb boxes are set
plumb, and valves boxes and curb boxes are set to proper grade.
Q. Maintenance and Final Cleanup
All subgrade surfaces shall be maintained acceptably until the start of surface construction
or restoration work. Additional materials shall be provided and placed as needed to
compensate for trench settlement and to serve until completion of the final surface
improvements.
Final disposal of debris, waste materials, and other remains or consequences of
construction, shall be accomplished prior to final acceptance of all work. Final acceptance
of each BID item can only be made when the cleanup associated with each item is
completed. The Engineer may withhold partial payments until such work is satisfactorily
pursued or he may deduct the estimated cost of its performance from the partial estimate
value.
3400.4 TESTING
A. Construction Testing
Testing for work done in this contract shall be done to assure quality of materials and/or
workmanship. Testing shall be at the expense of the Contractor with direct compensation
only for items specified as a bid item and all other testing shall be incidental to the
construction.
Testing, which includes obtaining the samples, shall be performed and certified by an
independent testing laboratory.
MARCH 1997
II ,I III
3400-32
II
The Contractor shall coordinate and order the tests to be performed. The contractor shall
notify the Inspector as to the testing time schedule, so that the Inspector can be present to
indicate test locations and observe the testing.
The testing shall be done on a daily basis in a timely manner with the progress of the work
to insure acceptable construction workmanship. Subsequent work shall not proceed
without acceptable test results of the previous work. Testing of embankment or backfill
shall occur at the time of placement and compaction. Coming back later to perform testing
is unacceptable.
Copies of all test results, either passing of failing, shall be provided to the Engineer. Two
copies of test reports shall be sent to the Engineer at MSA I s office, one copy for the file
and one copy to be forwarded to the Inspector for payment approval of associated items.
Lack of acceptable test results and documentation is justification to delay payment. Non-
compliant tests results require corrective action, whether directed by the Engineer or not.
Failing test results shall receive no payment for the testing, if so itemized on the bid, and
may result in no payment or reduced payment for the associated item.
Test reports shall include the following:
Project name
MSA project number
Location/Client
Street name
Street location per plan stationing
Offset distance left or right of centerline
Depth below finish grade and/or elevation
Results of tests performed.
Comparison of the test results to the project specifications.
Conclusion as to meeting or failing to meet the project specifications.
If failing, retest results to confirm compliance with the project specifications.
If failing, recommendations for corrective action.
Certification by a MnDOT certified tester or registered professional engineer.
The following minimum testing shall be performed:
Trench Backfill (main line and services)
Standard Proctor
One minimum
In-place Density and Moisture
Upper 3 feet, 1 per 6 inch lift per 1000 LF
Below 3 feet, 1 per 12 inch lift per 1000 LF
~f\nrT-{ .,nor
IIII 1111
1400-11
II
][
.Granulac.Materia\
Gradation
1/2000 TN
Standard Proctor
One minimum
In-place Density and Moisture
1/500 LF
B. pisi~on of Watermains
Before being placed in service, the completed watermain installation shall be disinfected
and flushed, and after the final flushing the water shall be tested for bacteriologic quality
and found to meet the standards prescribed by the Minnesota Department of Health. The
disinfection materials and procedures and the collection and testing of water samples shall
at a minimum be in accordance with the provisions of A WW A C651, Disinfecting
Watermains, and as will meet the requirements of the Minnesota Department of Health.
Where an existing watermain is cut for the installation of a hydrant, for lowering the
watermain, or for reasons determined by the Engineer, the pipe and fittings proposed to
be installed shall be disinfected prior to installation as follows:
(1) The interior of the pipe and fittings shall be cleaned of all dirt and foreign material.
(2) The interior of the pipe and fittings shall be thoroughly swabbed or sprayed with
a 1 percent minimum hypochlorite solution.
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 A WW A C651 provisions for
disinfection of watermains are reproduced for informational purposes as follows:
B.1 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 watermain shall be
flushed and the Chlorine-Water solution method shall be used.
Placing Calcium Hypochlorite Granules
During construction, calcium hypochlorite granules shall be placed at the upstream
end of the first section of pipe, at the upstream end of each branch main, and at 500
foot intervals along the main. The quantity of granules shall be in accordance with
the following table:
MARCH 1997
JI IIi
3400-34
'II
Ounces of Calcium Hypochlorite Granules to be placed at beginning of main and
at each 500 foot interval:
Ejpe Diamenter (in&h}
,Calcium HvnochlQIite Granules (ow
4
6
8
10
12
16 and larger
0.5
1.0
2.0
3.0
4.0
8.0
Plac~ Calcium Hypochlorite Tahle~
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 attached 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/I.
Number of 5-g Hypochlorite Tablets
Reauired for Dose of 25 mQ"1l
- -
Pipe Length of Pipe in feet
Diameter
(Inch) .13 or less, .lB. m lQ 1Q
4 1 1 1 1 1
6 1 1 1 2 2
8 1 2 2 3 4
10 2 3 3 4 5
12 3 4 4 6 7
16 4 6 7 10 16
Number of 5-g tablets = .0012 d2L
d = pipe diameter, inches
L = pipe length, feet
Based on 3.25 grams (65 %) available chlorine per tablet
The main shall be filled with water at a rate no greater than 1 fps. Precautions shall be
taken to assure that air pockets are eliminated. The use of additional curb stops to bleed
air through at high points may be necessary.
MARCH 1997
II I
3400-35
,II
Chlorination Residual of 25 mg/L chlorinated water shall be retained in the pipe for a
minimum of 24 hours, 48 hours when the water temperature is below 4fF. Valves and
hydrants shall be operated to ensure disinfection.
B.2 Continuous Feed Method
Continuous feed method consists of completely filling the main, removing all air
pockets, flushing to remove particulates, then filling the main with potable water
chlorinated so that after a 24 hour holding period in the main there will be a free
chlorine residual of not less than 10 mg/L. Flushing velocity shall not be less than
2.5 fps, see table below.
Required Flow and Openings to Flush Pipelines *
(40 psi residual pressure in watermain)
Pipe GPM flow for Size of Outlet
Diameter 2.5 fps velocity tap on Number Size
(inch) in watermain watermain** of outlets (inch)
4 100 15/16 1 2-112
6 220 1-3/8 1 2-1/2
8 390 1-7/8 1 2-1/2
10 610 2-5/16 1 2-112
12 880 2-13/16 1 2-112
16 1565 3-5/8 2 2-112
*
With a 40 psi pressure in the watermain with the hydrant flowing to atmosphere,
a 2-lh inch hydrant outlet will discharge approximately 1000 gpm and a 4-lh inch
hydrant nozzle will discharge approximately 2500 gpm.
**
Size of tap on watermain with no significant length of discharge pipe.
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, AWW A M12, or using appropriate
chlorine test kits. The following Table gives the amount of chlorine required for
. .
vanous pIpes:
MARCH 1997
III III
3400-36
II
Chlorine Required to Produce 25 mg/L
Concentration in 100 ft of Pipe - by Diameter
Pipe 100 percent 1 percent
Diameter Chlorine Chlorine Solutions
Inch lli... 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 lIb. of calcium hypochlorite in 8 gallons of water.
Strong chlorine solution in the main being treated shall not flow into mains in
service. The chlorinated water shall be retained in the main for at least 24 hours,
during which time all valves and hydrants shall be operated in order to disinfect the
appurtenances. At the end of the 24 hour period the treated water in all portions
of the main shall have a residual of not less than 10 mg/L free chlorine.
Preferred equipment for applying liquid chlorine is a solution feed vacuum operated
chlorinator in combination with a booster pump for injecting the chlorine gas
solution water into the main to be disinfected.
B.3 Flushing
After the applicable retention period, heavily chlorinated water shall not remain in
prolonged contact with the pipe. Chlorinated water shall be flushed from the main
until chlorine concentration is no higher than generally in the system for domestic
use.
The environment to which the chlorinated water is to be discharged shall be
inspected. The Contractor shall be responsible to ensure that the receiving area is
not damaged by the chlorinated water and shall use a reducing agent for
neutralization when necessary.
B.4 BacterioloQical Tests
After final flushing and before the watermain is placed in service, samples of water
shall be collected from the end of the main and each branch line for testing for
bacteriological quality in accordance with Standard Methods for the Examination
of Water and Wastewater, and shall show the absence of coliform organisms.
Samples shall be at a rate of one per every 1000 feet of pipe. A higher rate of
sampling may be required to include all branch line. If water in the pipe does not
11 ,.~:t 0 r~1 1007
3400-37
]1
meet the Minnesota Department of Health requirements, disinfection procedure
shall be repeated until meeting the requirements. Acceptance forms from the
governing agency shall be furnished to the Engineer.
C. Hvdrostatic Testinp' of Watennains
Each valved section shall be subjected to a separate two hour pressure test and, if required,
the leakage test prescribed herein. Testing for the two hour duration shall be with hydrants
closed, and valves on hydrant leads and dead end lines open. When service lines have
stubs extending beyond the curb stops, the curb stops shall be in the open position and the
pressure test conducted against the capped extension. Once this portion of the test is
completed, the valve on the hydrant leads and dead end water lines shall be closed and
hydrants opened. The specified test pressure shall be applied, and the test repeated for 15
minutes to establish the condition of the hydrant lead valves.
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. Isolation of the Contractor's work shall be
considered incidental.
When watermain is constructed, separated from the active system, the Contractor shall still
be required to chlorinate, pressure test, and flush the new work in accordance with these
specifications. This may require additional work operation to fill and flush the system.
All costs associated with any additional work or materials shall be considered incidental
to the watermain construction.
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 watermain 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.
II M c\Rr'H"llJl)7
3400-38
I'
"11
I[
C.l 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 hours. A pressure
drop of 1 psi or less over a 2 hour period shall be considered acceptance for the test
section. If the pressure drop is greater than 1 psi the Contractor shall investigate
the cause and take corrective action. The Contractor must make every effort to
expel all air in the test section which may be causing a test failure. This may
require the Contractor to tap a corporation at a high point of the main on the top
of the pipe to release trapped air. Only if several consecutive tests indicate a
consistent pressure drop and only after the Contractor has made numerous attempts
to resolve the problem, acceptable to the Engineer, may the Contractor request in
writing and the Engineer consider the use of the leakage test. The leakage test may
be performed by the Contractor to determine the magnitude of the leak, however,
meeting the leakage allowance shall not automatically be considered acceptance,
in lieu of the pressure test, for the section being tested.
Service pipe shall typically be tested in conjunction with the main line testing.
However, services may be tested separately at 100 psi, with the corporation stops
open.
The Contractor may have to perform additional pressure testing if during the
flushing operation there is evidence of debris being flushed out of the system. This
may be due to poor construction practices and result in valves not closing tight after
having done the original pressure test. Retesting shall be at the discretion of the
Engineer.
C.2 LeakaQe Test: After an unsatisfactory pressure test, and if authorized in writing
by the Engineer a leakage test shall be performed on each valved section of
watermain to determine the quantity of water that must be supplied into the section
to maintain a test pressure of 150 pounds per square inch, after the air in the
pipeline has been expelled and the pipe has been filled with water. The water
added shall be recorded to the nearest fluid ounce.
After filling the pipe with water and expelling all air in the line, a pressure of 150
psi shall be applied in the same manner as prescribed for the pressure test, and
sufficient water shall be measured and supplied into the pipe section to maintain the
pressure for a test duration of 2 hours.
Each pipe section tested will be accepted if the leakage does not exceed the quantity
determined by the formula as shown in the table below, based on an allowable
leakage of 11.65 gpd/mile/nominal diameter inch at 150 psi.
1>,IARCH 1997
3400-39
[1':1 111
II
L = SD,fP
133,200
L = Maximum permissible leakage in gallons per hour
S = Length of pipe tested
D = Nominal diameter of pipe in inches
P = Average test pressure during the test, in pounds per square inch, gauge
pressure.
ALLOW ABLE J.EAKAGE PER 1000 FEET OF PIPE
GALLONS PER HOUR
Avg.Test
Pressure Nominal Pipe Diameter - in.
nSl -A Q E lQ 12 H 16 18. 2Q 24
-
200 0.43 0.64 0.85 1.06 1.28 1.48 1.70 1.91 2.12 2.55
175 0.40 0.59 0.80 0.99 1.19 1.39 1.59 1.79 1.98 2.38
150 0.37 0.55 0.74 0.92 1.10 1.29 1.47 1.66 1.84 2.21
125 0.34 0.50 0.67 0.84 1.01 1.18 1.34 1.51 1.68 2.01
100 0.30 0.45 0.60 0.75 0.90 1.05 1.20 1.35 1.50 1.80
70 0.25 0.38 0.50 0.63 0.75 0.88 1.00 1.13 1.26 1.51
If the pipe section under test contains pipe of various diameters, the allowable
leakage will be the sum of the computed leakage for each size.
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.
D. Electrical Conductivitv Test
The Contractor shall perform a conductivity test within one week after completion of
pressure testing of the watermain on all ductile iron pipe watermain. This shall be
performed in a timely manner to ensure acceptable conductivity prior to further
construction.
On watermain reconstruction projects, the Contractor shall perform the conductivity test
prior to service line reconnections to ensure main line isolation from house services.
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.
MARCH 1997
11.1 'II!
3400-40
,II
The system (pipeline, valves, fittings and hydrants) shall be tested for electrical continuity
and current capacity. The electrical test shall be made after the hydrostatic pressure test
and while the line is at normal operating pressure. Backfilling shall have been completed.
The line may be tested in sections of convenient length as approved by the Engineer.
Direct current of 350 amperes plus or minus 10%, shall be passed through the pipeline for
5 minutes. Current flow through the pipe shall be measured continuously on a suitable
ammeter and shall remain steady without interruption or fluctuation throughout the
5-minute test period.
Insufficient current or intermittent current or arcing, indicated by large fluctuation of the
ammeter needle, shall be evidence of defective contact in the pipeline. The cause shall be
isolated and corrected. Thereafter, the section in which the defective test occurred shall
be retested as a unit and shall meet the requirements.
Sources of D.C. for these tests may be motor generators, 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.
After the test, the hydrant shall be shut off and a cap loosened to allow hydrant drainage.
Tighten cap after drainage.
E. Trace Wire
Upon completion of the project the Contractor shall furnish a locator and using a low
voltage circuit, test the entire trace wire system in the presence of the Engineer. The test
shall consist of a continuous above ground trace of the piping and appurtenances installed.
All areas failing the location test shall be corrected at the Contractor's expense.
3400.5 METHOD OF MEASUREMENT
A. ronnect to ExistinQ Watermain
Connect to existing watermain shall be measured separately on a per each basis for each
type of connection.
B. Wet Tan With Valve
Wet tap with valve shall be measured on a per unit basis for each size. The unit includes
the tapping sleeve, the valve, and valve box.
MARCH 1997
II I III
3400-41
II
C. Watennain
Watennain of each type and size shall be measured separately in linear feet. Measurements
shall be made along the pipe centerline without deductions in length for 'fittings, valves and
other specials. Lengths of branches shall be measured from the centers of connecting pipes
to centers of valves or fittings. In the case of hydrant leads, the compensation length shall
be from the center of the connecting main to the center of the valve. All length shall be
measured in a horizontal plane unless the grade of the pipe exceeds fifteen percent.
D. Valves,
Valves of each type and size shall be measured separately as complete units including the
valve box setting.
E. .f[vdrant With Valve
Hydrant with valve shall be measured on a per unit basis. The unit includes hydrant,
6 inch valve and valve box, 6 inch pipe between valve and hydrant, crushed rock, and
blocking or restraining devices.
F. Fittin~s
Fittings shall be measured on a pound basis of standard weight of fittings as published in
A WW A ClIO excluding the weight of glands, gaskets, bolts or other accessories. If the
Contractor chooses to use compact ductile iron fittings, A WW A C153, measurement
compensation for material price and weight differences shall be per A WW A CII0. The
fitting weights for payment purposes are provided in the following table:
DUCTILE-IRON & GRAY-IRON MECHANICAL-JOINT FITTINGS
Weight in Pounds per A WW A C 11 0
Bends (MJ - MJ) 90 45 22-1/2 11-114 Sleeves Cans PluQ's
- -
4 Inch 55 50 50 50 35 15 15
6 Inch 85 75 75 75 45 25 25
8 Inch 125 110 110 110 65 45 45
10 Inch 180 155 160 160 85 60 65
12 Inch 255 215 220 220 110 80 85
14 Inch 340 270 275 275 165 130 120
16 Inch 430 340 345 345 200 175 155
18 Inch 545 420 430 430 240 225 220
20 Inch 680 530 535 540 275 285 255
24 Inch 1025 755 765 770 360 400 390
MARCH 1997
3400-42
'I I
II
Reducers
(MJ-MJ) X1 X9. XB Xill XI2 XI4 XI6 XI8 X2Q
6 Inch 60
8 Inch 80 95
10 Inch 105 115 135
12 Inch 135 150 165 190
14 Inch 190 210 230 255
16 Inch 230 250 280 305 335
18 Inch 295 325 350 380 415
20 Inch 375 405 430 470 510
24 Inch 550 575 615 660 705
Tees
(all MJ) X4 XQ X8 X1Q XI2 Xl4 XlQ XI8 X20 X24
6 Inch 115 125
8 Inch 165 175 185
10 Inch 235 250 260 310
12 Inch 315 325 340 390 410
14 Inch 435 450 465 540 585
16 Inch 540 550 570 590 710 740
18 Inch 590 605 620 640 755 905 945
20 Inch 725 735 755 775 795 945 1140 1185
24 Inch 985 1000 1020 1030 1055 1075 1400 1720 1815
Crosses
(all MJ) X4 X6 X8 XlO ,X 12 X14 X16 XI8 X20 X24
6 Inch 140 160
8 Inch 189 205 235
10 Inch 260 285 310 380
12 Inch 340 360 385 460 495
14 Inch 475 500 540 630 710
16 Inch 575 605 645 685 830 895
18 Inch 625 655 685 725 870 1060 1130
20 Inch 760 790 820 860 905 1085 1330 1415
24 Inch 1025 1045 1085 1110 1155 1200 1590 1965 2155
:.1'v\.'i R(,~,. 1 l)l)7
3400-43
'iii
G. .Granular Material
Granular material used as specified shall be measured in tons based on weiQ'ht ticket$
collected at the project site by the Inspector on the date of delivery. Weight tickets shall
contain the following information:
Project name
Project location
Truck number
Date
Leave time
Gross weight
Tare weight
Net weight
Failure to comply with weight ticket requirements may be considered unacceptable and
unauthorized work and subject to the Engineer's determination by the calculated section
constructed and/or the material hauled as to the method of measurement and quantity of
material used.
H. }3orin~
Boring shall be measured in linear feet as specified on the plans or approved by the
Engineer. Measurement shall include the steel casing pipe and the watermain carrier pipe
as an assembly.
I. Water Service Connection
Water service connections shall be measured on a unit basis for each size and type. The
connection shall include the corporation stop, tapping saddle where required, curb stop,
and curb box.
J. Service Line
Service lines shall be measured in linear feet for each type and size from the center of the
watermain to the end of the service line.
K. Insulation
Insulation shall be measured in square feet for the specified thickness.
L. Testing.
Testing shall be measured on a unit basis for each type of test as provided for on the bid
schedule. Testing which is not itemized on the bid schedule shall be considered incidental.
Only tests which indicate that the materials and workmanship meet or exceed the specified
requirements shall be considered for payment.
M,ARr'H 1997
II I
3400-44
II
3400.6 BASIS OF PAYMENT
A. Con,nect to Existing- Watermain
Connect to existing watermain shall be paid for at the contract unit price on a per each
basis. Payment shall include all material, labor, and equipment to connect to the existing
watermain as indicated on the plans.
B. Wet Tan with Valve
Wet tap with valve shall be paid for at the contract unit price per each size including the
tapping sleeve, the valve, and valve box.
C. Watermain,
Watermain shall be paid for at the contract unit price per linear foot for each which
includes size. Payment for the excavation and backfilling of the trench shall be included
in the payment for the watermain and testing, as well as any required restraining devices,
dewatering, sheeting or shoring for which separate payment is not provided.
D. Valves
Valves of each type and size shall be paid for at the contract unit price per each, including
installation, valve box and adjustment of the valve box.
E. Hvdrant with Valve
Hydrant with valve shall be paid for at the contract unit price per each including installing
hydrant, connecting piece of pipe between valve and hydrant, valve, valve box, concrete
base, drain rock, polyethylene or tar paper as required, and restraining devices.
F. FittinQs.
Fittings shall be paid for at the contract unit price per pound including installation and
restraint.
G. .Granular Material
Granular material used as specified shall be paid for at the contract unit price per ton.
Payment shall include all material, labor, and equipment to haul, place, compact, shape
it, and any necessary water for compaction.
I. i\.f ,\orl-f)OQ7
3400-45
tll
H. Boring.
Boring shall be paid for at the contract unit price per linear foot for each type and size of
casing and carrier pipe assembly. Payment shall include all material, labor, and equipment
to excavate the boring pit, install the casing, install the carrier pipe, fill the casing pipe
with sand, and backfill the excavation.
I. Water Service Connection
Water service connection shall be paid for at the contract unit price per each type and size
including corporation stop, curb stop, curb box and tapping saddle where required.
J. Service Line~
Service lines shall be paid for at the contract unit price per linear foot for each type and
size of service line installed.
K. Insulation
Insulation shall be paid for at the contract unit price per square foot. Payment shall
include all material, labor, and equipment to prepare the trench, install the insulation, and
to backfill the insulation without damaging it.
L. Testinl!
Testing shall be paid for at the contract unit price per each type of test as provided for on
the bid schedule. Payment shall include all material, labor, and equipment to sample the
material, perform the test, analyze and report the results to be in compliance with the
contract requirements.
END OF SECTION 3400
~lARCH 1997
3400-46
il I
II