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SPECIFICATIONS & DOCUMENTS
FOR
GRADING, GRAVEL BASE, BITUMINOUS SURFACING,
CURB & GUTTER, SIDEWALK & STORM SEWER
NFi1
Tuxedo Road MSAP 145-101-04
City of Mound, Minnesota
April, 1977
McCOMBS-KNUTSON ASSOCIATES, INC.
CONSULTING ENGINEERS ■ LAND SURVEYORS 0 SITE PLANNERS
12805 OLSON MEMORIAL HIGHWAY, MINNEAPOLIS, MINNESOTA 55441 TELEPHONE (612) 559-3700
22 NORTH MAIN STREET, HUTCHINSON, MINNESOTA 55350 TELEPHONE (612) 879-8029
SPECIFICATIONS & DOCUMENTS
FOR
GRADING, GRAVEL BASE, BITUMINOUS SURFACING,
CURB & GUTTER, SIDEWALK & STORM SEWER
On
Tuxedo Road MSAP 145-101-04
City of Mound, Minnesota
April, 1977
I hereby certify that this specification 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.
4/1/77 . . . . . . . . . . . . Reg. No. 7002
SPECIAL PROVISIONS FOR
M.S.A.P. 145-101-04
Tuxedo Road
Grading, Gravel Base, Bituminous Surfacing,
Curb and Gutter, Sidewalk & Storm Sewer
INDEX
Section No.
Certification Page
Index
Advertisement For Bid
SPECIAL PROVISIONS DIVISION A
A-1 Governing Specifications
A-2 Engineer
A-3 Owner
SPECIAL PROVISIONS DIVISION S - SPECIAL REQUIREMENTS
S-1 Award of Contract (1302)
1 S-2 Partial Payments (1906).
J S-3 Compliance With Construction Details
S-4 Excavation and Embankment (2105)
S-5 Aggregate Production (General) (3138)
S-6 Failure To Complete Work On Time (1807)
S-7 Traffic Provisions (1404)
S-8 Right -of -Way Acquisition
S-9 Time Schedule
5-10 Excess Material
I S-11 Sign, Mailbox, & Fence Removal & Replacement
S-12 Culvert Removal
5-13 Pre -Construction Conference
l S-14 Retaining Walls (Dry Rubble Masonry)
S-15 Concrete Curb & Gutter (2531)
5-16 Top Soil (2575)
5-17 Bituminous Material For Plant Mixed
Bituminous Base, Bituminous Tack Coat
And Plant Mixed Bituminous Surface
5-18 Field Office
5-19 Sanitary Sewer & Water Utilities
S-20 Insurance
5-21 Concrete Wails
5-22 Substitutes'.Will Be Acceptable For Jute
Fabric
5-23 Signs and Sign Posts
S-24 Concrete Pavement —Removal & Replacement
Section 201
Section 202
Section 205
Proposal
Page No.
A-1
A-1
A-1
S-1
S-1
S-1
S-1
S-1
S-2
S-2
S-2
S-2
S-3
S-3
S-3
S-3
S-3
5-6
S-6
S-6
S-7
S-7
S-10
S-13
ADVERTISEMENT FOR BID
STREET IMPROVEMENTS
TUXEDO ROAD
MSAP 145-101-04
Mound, Minnesota
Sealed proposals will be received, publicly opened and read
aloud at 10:00 A.M., Monday,
at the Mound City Hall for street improvements on Tuxedo Road.
Approximate quantities consist of 18,500 CYD excavation, 2700 tons
Class 3 gravel, 4100 tons Class 5 gravel, 3000 tons bituminous
base, 1600 tons bituminous surfacing, 6200 lineal feet curb and
gutter, 13,000 square feet sidewalk, 2200 lineal feet storm sewer,
and related work. The bids will be considered by the City Council
of the City of Mound at their regular meeting at 8:00 P.M., Tuesday
1977.
All proposals shall be addressed to:
Mrs. Barbara Heyman
City Clerk
5341 Maywood Road
Mound, Minnesota 55364
and shall be on the form included in the specifications and made
a part of the contract documents.
7
Copies of the plans, specifications and other proposed contract
l
documents are on file with the City Clerk and at the office of
McCombs -Knutson Associates, Inc., Engineers and Surveyors, 12805
Olson Memorial Highway, Minneapolis, Minnesota 55441. Plans and
specifications for use in preparing bids may be obtained at the
office of the Engineer upon deposit of $25.00. The full amount
of the deposit for one set will be refunded to each bidder who has
made a deposit and has filed a bid with the Owner, upon return of the
plans and specifications within ten (10) days after the bids are
opened.
Each bidder shall file with his bid an acceptable certified
.check or bidder's bond in an amount of not less than five (5)
percent of the total amount of the bid. No bid may be withdrawn
within sixty (60) days after the bids are opened..
The City of Mound reserves the right to reject any and all
bids and waive any informalities or irregularities therein.
CITY OF MOUND, MINNESOTA
By: Tim Lovaasen, Mayor
ATTEST: Barbara Heyman
City Clerk
SPECIAL PROVISIONS
DIVISION A
A-1 GOVERNING SPECIFICATIONS
The State of Minnesota, Department of Highways,
"Standard Specifications for Highway Construction" with the
latest supplement dated January 1, 1972 on file in the office
of the Commissioner of Highways, shall apply on this contract,
except as modified or.altered in the following Special .
Provisions.
A-2 ENGINEER
Any.reference to the Engineer in the specifications
shall be taken to mean McCombs -Knutson Associates, Inc., acting
as, and in the contract documents entitled, the Engineer for the
improvement representing the City of Mound.
A-3 OWNER
Any reference to the State, State of Minnesota, or
Commissioner of Highways construed as being the Owner shall
be taken to mean the City of Mound.
RW
11 SPECIAL PROVISIONS
DIVISION S
SPECIAL REQUIREMENTS
S-1 AWARD OF CONTRACT (130.2
-� The right is reserved to send to the successful bidder
the necessary Contract and Bond forms and a notice that the
Contract has been awarded to him, at any time within 60 days
-� after the date on which proposals are received.
S-2 PARTIAL PAYMENTS (1906)
Partial payments in excess of 90 (percent) of the value
of the completed work will not be made under this Contract, unless
l specifically authorized by the City Council of Mound, Minnesota.
J S-3 COMPLIANCE WITH CONSTRUCTION DETAILS
The dimensions, cross sections,and grades shown in the
plans are design details for construction. In the absence of
prescribed tolerances or prescribed minimum requirements, an
exact compliance with such details or other construction details set
forth in the Specifications or Special Provisions will not be
required where the Contractor, in good faith and without carelessness,
substantially performs the prescribed work in a good workmanlike
manner. However, any substantial deviations from the construction
details will be subject to the provisions of 1512 relating to
unacceptable work.
S-4 EXCAVATION AND EMBANKMENT (2105)
Excavation and Embankment shall be performed in accordance
with the provisions of 2105, except as modified below:
S-4.1 Payment for Class A Excavation and Sub -grade Excavation
will be made on the basis of planned quantities as shown on the
cross-sections sheets of the Plans, except that adjustments will
be made under the conditions provided in 2105.5. Payment for
salvaged topsoil will be on the basis of measured stockpile
quantities.
S-5 AGGREGATE PRODUCTION (GENERAL) (3138)
Aggregates shall be produced in accordance with the
provisions of 3138, except as modified below:
S-1
11
1
5-5.1 Gravel as required shall be furnished by the
Contractor from his own sources.
S-5.2 The Engineer shall provide his own facilities
for testing.
S-6 FAILURE TO COMPLETE WORK ON TIME (1807)
No deductions will be made for engineering costs after
the contract completion date (as determined in accordance with
the provisions of 1806). However, the City will deduct from any
moneys due or coming to the contractor an amount equal to
$100.00 per calendar day during the entire period from the
contract completion date (as defined above) until all work
required to be completed on that date is completed, except that
no deductions will be made during any period that construction
operations are suspended for the winter provided: (1) that before
suspneding operations, the Contractor (at his own expense) blades
the then existing road to a reasonably smooth surface; and (2)
that within ten (10) calendar days after the suspension becomes
effective, the contractor submits a written statement which
relieves the City of its obligation of performing any work other
than routine maintenance operations during the suspension period
and of its obligation to restore the road, as provided in 1404,
at the time construction operations are resumed.
S-7 TRAFFIC PROVISIONS (1404
Tuxedo Road is the main ingress and egress to the
Island Park area of Mound. Therefore, the Contractor will be
required to conform to the .provisions of (1404) which require
that the road be open to traffic at all times.
S-8 RIGHT-OF-WAY ACQUISITION
No work shall be performed without written authority
from the Engineer on any area prior to the right-of-way negotiations.
In the event right of entry has not been acquired to any, or all;
such areas prior to the time.the Contractor has completed the
major portion of the work under this Contract, the City reserves
the right to delete from the Contract all the work in such areas
without any adjustment of any contract prices.
S-9 TIME SCHEDULE
All work under the Contract shall be completed by
S--2
S-10 EXCESS MATERIAL
All excess material shall be disposed of at sites
designated by the Engineer. The Haul Limits shall not exceed
f three (3) miles one way.
i 5-11 SIGN, MAILBOX & FENCE REMOVAL & REPLACEMENT
Signs, mailboxes, fences and other minor structures
shall be removed, stored and replaced by the Contractor. Such
l work shall be considered incidental and no additional compensation
1 will be made for it. Mailboxes shall be temporarily reset if
necessary to assure delivery of the mail during construction.
Final location and elevations of mailboxes shall be as directed
by the Engineer.
5-12 ICULVERT REMOVAL
Existing road and ditch culverts shall be salvaged by
the Contractor in accordance with the provisions of 2104 except
as modified herein. The Contractor shall deliver the culverts
to an area within the City of Mound as directed by the Engineer.
The culverts shall become the property of the City of Mound.
This delivery shall be considered incidental to the construction,
and no special payment will be made for such work.
S-13 PRE -CONSTRUCTION CONFERENCE
Prior to the beginning of construction operations, a
„] pre -construction conference will be held and shall be attended
by authorized representatives of the City, the Engineer in
-� charge of the project and persons of the contracting firm or
firms who will have direct responsiblity for workmanship and/or
materials used in the project. The conference will disclose
i� all aspects for the prosecution of the Work Agreement in any and
all questionable measurements, materials, methods or other
matters shall be made at this conference.
S-14 RETAINING WALLS (DRY RUBBLE MASONRY)
This work shall consist of the construction of stone
J masonry retaining walls. The contractor shall make his own
arrangements for the purchase and delivery of the stone. Mortar
for stone masonry shall be a mixture of 1 part portland cement
(3101), 1/10 part hydrated lime (3106) or an approved equivalent,
3.parts mortar sand (3128) and sufficient water (3906) to produce
the proper consistency.
The class of masonry used shall be dry rubble masonry composed
of quarry run stone and shall meet the following requirements:
S-3
'
The stone shall be quarried lannon stone. All stone shall be
approved quality: dense, sound and durable; and free from
segregations, seams, cracks, or other structural defect which.
would impair its resistance to the action of the weather.
The largest surfaces of quarried stones shall be as nearly flat
and parallel as practicable. Individual quarried stones, except
r�
spalls used for chinking and stones used for vencer, shall have
a thickness of at least 4 inches and a width at least 16".
At least 7 percent of the stones shall have individual volumes -
of 1/3 cubic foot or more. Quarried header stones shall be not
1
less than 1-1/2 foot long except that in walls less than 1-1/2
feet thick, they shall extend through the wall. Quarried stones
used for vencer when in place in the structure, shall have a
-�
depth equal to the thickness of the vencer with an allowance
of 1/2 inch to 1-1/2 inches for the backing joint, a height of
not less than 4 inches and a length not less than twice the
height.
J Stones will be inspected for compliance with the foregoing
requirements for quality and size.
For the purpose of this specification, the following terms, or
pronouns used in place of them, shall be defined as follows:
-� Back: Any stones which are laid in the back of a structure.
Coping: A single layer of large relatively flat stones or of
concrete, placed on the top of a wall.
Core: The interior of any wall, pier, or abutment.
Course: 'The stones between continuous horizontal joints which
extend over the lengths of several stones. (Note: There may
be intermediate horizontal joints within the course, which do
not extend throughout the length of the course).
Cramp: A metal bar whose ends are turned at right angles to
the boyd of the bar, which enter holes in the upper side of
adjacent stones.
Face: Any surface of a structure which is exposed in the
finished work.
Facing: The stones which are laid in the face of a structure.
Header: A stone so laid that it's end is in the surface of the
structure.
S-4
I
I
Joint: The mortar layer between stones.
Bed Joint: The joint under an individual stone.
End Joint: The joint at the end or side of a stone, generally
vertical or nearly vertical.
Splay Joint: An end joint which is definitely not vertical.
Pitch Line: The line which represents the slope of the
theoretical surface of a structure as shown in the plans, at a
given point.
Quoin: A long stone, laid at a corner of the structure, which
act as as a header in one direction and as a stretcher in the
other direction.
Stretcher: A stone so laid that it's side is in the surface of
the structure, the length of the side being horizontal..
The masonry shall have a range face pattern meeting the following
requirements: Masonry laid in courses extending the full length
of the face, each course having a uniform height but adjacent
courses not having the same height. In squared stone masonry-, at
least half the stones in each course shall have a height equal to
the height of that course.. The masonry shall have Quarry faced
finish where the face edges are dressed only enough to eliminate
excessively, acute angles.
The excavation for the retaining wall is included as a part of the
common excavation and shall not be included in the unit price bid
per square foot.
Stones shall be dressed to size and shape before being laid. They
shall be cut to lie on their natural beds. No shaping of core and
backing stones will be required.
The,bottom or foundation layer shall be composed of large selected
�. stones. In general, stones.of varying sizes shall be uniformly
distributed throughout the work. Stones shall be so laid as to
break joints with those directly below. The arrangement of headers
and stretchers shall thoroughly bond and tie the mass. Headers
shall be uniformly distributed throughout the work, and, in the face,
their area shall constitue at least 10 percent of the total face
area. In walls 1-1/2 feet or less in thickness, the headers shall
extend through the wall.
S-5
I
In general, the core and backing shall be laid to approximately
T the level of the top of each face course before the next face
1 course is laid, and shall be tied to the facing by breaking
joints and a proper arrangement of headers.
Stones shall be laid flat, and so that each has a firm bearing
on those immediately below, with the minimum practicable amount
-� of space in the joints. Open joints more than 1-1/2.inches in
width, in any surface, shall be chinked with spalls, fitted to
provide a firm bearing for each stone.
In all stone masonry laid in mortar, the stone and sand shall be
free from frost when used; and when the air temperature is 350
Fahrenheit or less, the water shall be heated. to a temperature of
not less than 1000 or more than 1500. All mortar shall be protected
against freezing for a period of at least three days after being
placed. In hot weather, the masonry shall be protected from the
sun and kept wet.for a period of at least 24 hours after being
laid.
lThe wall shall be backfilled and compacted with 'selected material'
which shall be a mineral soil free of sod, roots, topsoil, clods,
frozen lumps, excessive amounts of silts, stones over three inches
in greatest dimension, wood and all other extraneous materials.
_J Payment for the retaining wall shall be made on the basis of the
J unit price bid per square foot, as measured on the face or street
side of the wall, and shall be compensation in full for all costs
incidental to its construction.
S-15 CONCRETE CURB AND GUTTER (2531)
The concrete curb and gutter shall be constructed in.
accordance with the provisions of Section 2531 except as
follows; Joint sealing will not be required. The metal plates
used for contraction joints shall be notched to provide for
l aggregate interlock.
J. S-16 TOP SOIL (2575)
It is anticipated that material from excavation will
be suitable as top soil material and shall be used as such.
This material shall be stockpiled on the site and payment for the
salvage top soil shall be by the measured cubic yards in the
stock pile.
S-17 BITUMINOUS MATERIAL FOR PLANT MIXED BITUMINOUS BASE,
BITUMINOUS TACK COAT AND PLANT MIXED BITUMINOUS SURFACE
JThe Bituminous Materials used in this construction
shall be as follows:
S-6
_J
Plant Mixed Bituminous Base (3151) -AC1 85-100
Bituminous Tack Coat (3151) -MC 250
Plant Mixed Bituminous Surface (3151) -AC1 85-100
1
S-18 FIELD OFFICE
The Contractor shall furnish a field office at the job
1
site for the Engineer for the duration of the project. The office
Jshall
have the following basic requirements:
(1) Size - 10' x 12' with a floor to ceiling height of not less
than 7'.
(2) Doors and windows - One door of not less than 30" x 76"
equipped with an outside lock. Minimum of two windows 36" x24"
with screens.
(3) Lighting and Telephone - Adequate certified lighting with two
electrical out -lets. Telephone service to be provided by the
Contractor.
(4) Heating and Air Conditioning - Cold weather minimum temp of
620 F., and hot weather maximum temperature of 10° F. lower than
outside temperature.
(5) Furnishings:
a. Desk & Chair - Desk size shall be minimum 30" x 60"
either portable or built-in with a desk chair.
b. Two additional chairs.
`
C. One waste basket.
d. One broom.
In addition to the field office, but incidential there -to, the
contractor shall furnish sanitary facilities. Portable chemical
toilet with disposal service. These facilities shall be located
near the field office but may be used by the contractors forces.
A combination Engineer and contractor field office will be .
acceptable, providing the previously specified space in this
Joffice
is allocated to the Engineer.
Payment for the field office shall be at the contract lump sum
price.
-�
5-19 SANITARY SEWER & WATER UTILITIES
Technical Specifications Section 201, 202 and 205
shall apply to all sanitary sewer and water work in this contract
except as herein amended.
Ductile Iron Watermain: Ductile iron pipe shall be new
l Class 50, 350 pound test. The pipe shall be designed in
accordance with AWWA C150 or ANSI A21.5 and manufacturing
specification of AWWA C151 or ANSI A21.51. Mechanical joint
'i and flanged fittings shall conform to ANSI A21.10 or AWWA C110.
The pipe shall be cement lined.
Adjust Gate Valves and Manholes: All final adjustments
of Gate Valves and Manholes shall be made to finished grade
so that it will not be necessary to cut the bituminous surfacing
to make the final adjustments. The unit price bid for gate valve
adjustments shall include, in addition to all labor and equipment,
any extensions that may be required for such adjustment. This pay
item is for manholes that can be adjusted by adding or removing
adjustment rings.
Reconstruct and Adjust Manhole: Where a manhole cannot be
adjusted by removing rings or adding rings the Contractor shall
remove the manhole cone section and replace it with a 4' diameter
1 section and "Mexican Hat" cover and make final adjustment to
1 grade with adjusting rings. Payment for this item shall be at
the contract unit price per manhole reconstructed in this manner.
The maximum number of adjusting rings allowable on a manhole
J is 8 including any existing rings.
_JLower Watermain: Where shown on the plans the Contractor
shall
J lower the existing watermain. That portion of the water -
main to be lowered shall be reconstructed of all new materials.
Payment for this item shall be at the contract unit price per
lineal foot of watermain so reconstructed. The existing watermain
which is removed shall become the property of the Contractor and
shall be disposed of by him off the project site.
Insulate Watermain, Sanitary Sewer & Water Service: Where
shown
shall
shall
on _
provide insulation over the pipe. The insulation installation
be as follows:
rerA
f A 4' wide x 2" thick styrofoam plastic foam insulation board shall
be laid 2' above the pipe to be insulated. The insulation shall be
j laid on a carefully leveled surface. A one foot lift of fill
J shall be placed on the insulation before the compaction operation
is begun, and the remainder of the trench compacted in 6" lifts.
Payment for the installation of insulation shall be at the contract
unit price per linear foot of insulation furnished and installed.
_The unit price shall include the cost of excavating, backfilling,
Jand compacting the trench.
Sewer Service: Sewer services shall be,constructed,
extended, or lowered where shown on the plans or as directed
J by the Engineer. All pipe shall be 6" VCP.
RM.
Adjust Curb Box - Existing curb boxes which are to be lowered
or raised shall be paid for at the contract unit price per curb
box so adjusted.
Furnish and Install Corporation Cock - Corporation cocks shall
be paid for at the contract unit price per corporation cock
furnished and installed.
Relocate Gate Valve - Where shown on the plan the existing
gate valve on the watermain shall be relocated. Payment shall be
at the contract unit price for the relocation..
Relocate Hydrant and Gate Valve - Where shown on the plans
the contractor shall relocate hydrants and hydrant gate valves.
Payment for this item shall be at the contract unit price per
relocation.. This payment shall include all costs of all
necessary pipe and pipe fittings required for the relocation.
Adjust Hydrants - Payment for the adjustment of hydrants by
a hydrant extension shall be at the contract unit price per hydrant
adjusted.
S-9
Water Services and Curb Boxes: Where shown on the plan
or directed by the Engineer the Contractor shall lower or
extend water services, furnish and install curb stops and boxes,
or adjust curb boxes, furnish and install corporation cocks,
relocate gate valves, relocate hydrant and gate valve and adjust
hydrants. Curb boxes which are shown as being abandoned shall
be lowered to 2 feet below finish grade. Services to be lowered
i
shall be lowered so as to provide a minimum of 7 feet of cover.
I
,Payment for these items shall be as follows:
Lower Water Services - This item shall be paid at the
contract unit price per lineal foot of water service lowered.
Extend Water Services - This item shall be paid for at the
contract unit price per linear foot of water service added to the
i
end of the existing service or from the watermain in the case of
l
new services.
Furnish and Install Curb Stop & Box - This item shall be paid
for at the contract unit price per curb stop and box furnished and
installed.
Adjust Curb Box - Existing curb boxes which are to be lowered
or raised shall be paid for at the contract unit price per curb
box so adjusted.
Furnish and Install Corporation Cock - Corporation cocks shall
be paid for at the contract unit price per corporation cock
furnished and installed.
Relocate Gate Valve - Where shown on the plan the existing
gate valve on the watermain shall be relocated. Payment shall be
at the contract unit price for the relocation..
Relocate Hydrant and Gate Valve - Where shown on the plans
the contractor shall relocate hydrants and hydrant gate valves.
Payment for this item shall be at the contract unit price per
relocation.. This payment shall include all costs of all
necessary pipe and pipe fittings required for the relocation.
Adjust Hydrants - Payment for the adjustment of hydrants by
a hydrant extension shall be at the contract unit price per hydrant
adjusted.
S-9
J S-20-7 Certificates of Insurance acceptable to the OWNER shall
be filed with the OWNER prior to commencement of WORK. These
Certificates shall contain a provision that coverages afforded
under the policies will not be cancelled unless at least fifteen
(15) days prior WRITTEN NOTICE has been given to the OWNER.
S--10
Extend Sewer Service - Payment for extending sewer services
shall be at the contract unit price per linear foot of sewer service
as measured from the end of the existing service to the end of the
new service. Where new services are installed they shall be paid
for under this item.
Lower Sewer Services - Payment for lowering sewer service shall
be at the contract unit price per linear foot of service lowered.
Furnish and Install 8"x6" Wye - Payment.for 8"x6" wyes shall
be at the contract unit price per wye furnished and installed.
Adjust Manholes. Payment for adjusting manholes to final
grade by the use of adjusting rings shall be at the contract unit.
price per manhole adjusted.
Reconstruct Manholes - Payment for reconstructing manholes
shall be at the contract unit price per manhole.
Outside Drop Section - Payment for ,the outside drop section
on sanitary manholes shall be. at the contract unit price per
outside drop.
c�
5-20 INSURANCE
S-20-1 The CONTRACTOR shall purchase and maintain such insurance
`l
1
as will protect him from claims set forth below which may arise out
of or result from the CONTRACTOR'S execution of the WORK, whether
such execution by himself or by any SUBCONTRACTOR or by anyone
directly or indirectly employed by any of them, or by anyone for whose
acts any of them may be liable:
S-20-2 Claims under workmen's compensation disability benefit
and similar employee benefit acts;
]
S-20-3 Claims for damages because of bodily injury, occupational
sickness or disease, or death of any person other than his employees;
S-20-4 Claims for damages because of bodily injury, sickness
or disease, or death of any person other than his employees;
JS-20-5
Claims for damages insured by usual personal injury
liability coverage which are sustained (1) by any person as a result
of an offense directly or indirectly related to the employment of
such person by the CONTRACTOR, or (2) by any other person; and
S-20-6 Claims for damages because of injury to or destruction
J
of tangible property, including loss of use resulting therefrom.
J S-20-7 Certificates of Insurance acceptable to the OWNER shall
be filed with the OWNER prior to commencement of WORK. These
Certificates shall contain a provision that coverages afforded
under the policies will not be cancelled unless at least fifteen
(15) days prior WRITTEN NOTICE has been given to the OWNER.
S--10
I
-11
S-20-8 The CONTRACTOR shall procure and maintain, at his
own expense, during the CONTRACT TIME, liability insurance
as hereinafter specified;
S-20-9 CONTRACTOR'S General Public Liability and Property
Damage Insurance including vehicle coverage issued to the
CONTRACTOR and protecting him from all claims for personal
injury, including death, and all ,claims for destruction of or
damage to property, arising out of or in connection with any
operations under the CONTRACT DOCUMENTS, whether such operations
be by himself or by any SUBCONTRACTOR under him, or anyone
1
directly or indirectly employed by the CONTRACTOR or by a SUB-
CONTRACTOR under him, or anyone directly or indirectly employed
by the CONTRACTOR or by a SUBCONTRACTOR under him. Insurance
shall be written with a limit of liability of not less than
$500,000 for all damages arising out of bodily injury, including
death, at any time resulting therefrom, sustained by any one
person in any one accident; and a limit of liability of not
less than $500,000 aggregate for any such damages sustained by
two or more persons in any accident. Insurance shall be
JJ
written with a limit of liability of not less than $200,000 for
all property damage sustained by any one person in any one
accident; and a limit of liability of not less than $200,000
aggregate for any such damage sustained by two or more persons
in any one accident.
S-20-10 The CONTRACTOR shall acquire and maintain, if applicable,
Fire and Extended Coverage insurance upon the PROJECT to the full
insurable value thereof for the benefit of the OWNER, the
CONTRACTOR, and SUBCONTRACTORS as their interest may appear. This
_
provision shall in no way release the CONTRACTOR or CONTRACTOR'S
surety from obligations under the CONTRACT DOCUMENTS to fully
complete the PROJECT.
S-20-11 The CONTRACTOR shall procure and maintain, at his own
-�
expense, during the CONTRACT TIME, in accordance with the
provisions of the laws of the state in which the work is performed,
l
Workmen's Compensation Insurance, including occupational disease
J
provisions, for all of his employees at the site of the PROJECT and
in case any work is sublet, the CONTRACTOR shall require such
SUBCONTRACTOR similarly to provide Workmen's Compensation Insurance
including occupational disease provisions for all of the latter's.
employees unless such employees are covered by the protection
afforded by the CONTRACTOR. In case any class of employees
engaged in hazardous work under this contract at the site of the
PROJECT is not protected under Workmen's Compensation statute, the
CONTRACTOR shall provide, and shall cause each SUBCONTRACTOR to
J
provide, adequate and suitable insurance for the protection of his
J
employees not otherwise protected.
I
-11
I
J
I
5-20-12 The CONTRACTOR shall secure, if applicable, "All
Risk" type Builder's Risk Insurance for WORK to be performed.
Unless specifically authorized by the OWNER, the amount of such
insurance shall not be less than the CONTRACT PRICE totaled in
the BID. The policy shall cover not less than the losses due to
fire, explosion, hail_, lightning, vandalism, malicious mischief,
wind, collapse, riot, aircraft, and smoke during the CONTRACT
TIME, and until the WORK is accepted by the OWNER. The policy
shall name as the insured the CONTRACTOR, the ENGINEER, and
the OWNER.
5-20-13 ADDITIONAL INSURANCE REQUIREMENTS: In addition to
the Insurance requirements of 5-20, the Contractor shall
provide the following additional insurance.
a. Owner's Protective_ Liability: This insurance
shall be written by the same insurance company as
the Comprehensive General Liability Insurance,
shall be issued in the name of the Owner, and
shall protect and defend the Owner against all
claims arising as a result of the operation of the
Contractor or his subcontractors. The liability
limits shall be as specified for Comprehensive
General Liability Insurance.
b. Builder's Risk and Installation Floater: This
insurance shall be written under the 100%.completed
value form and shall protect the Contractor and
the Owner against risks of damage to buildings,
structures, and materials and equipment from the
perils of fire and lightning, the perils included
in the standard extended coverage endorsement, and
the perils of vandalism and malicious mischief.
The total shall be not less than the insurable
value of the work at completion.
When the aggregate value of equipment such as gas
engines, generators, pumps, compressors, tanks,
motors, switchgear, transformers, panel boards,
control equipment, and other similar equipment
exceeds $10,000, the Contractor shall provide
Installation Risks Floater Insurance to protect
said Contractor and the Owner from all insurable
risks of physical loss or damage to materials and
equipment not otherwise covered under Builder's
Risk Insurance.
It shall be of the "all risks" type with coverages
designed for the circumstances which may occur in
the particular work included in this contract.
5-12
1
-ry
If the work does not include the construction of
building structures, the Builder's Risk policy may
j be omitted providing the Installation Risks Floater
J Policy fully covers all work.
All policies shall provide for losses to be payable
to the Contractor and the owner as their interests
may appear.
5-21 CONCRETE WALLS
f� Pedestrian curb ramps shall be constructed in
accordance with Minnesota Department of Highways Standard:
Plate 7036A except that the ramp shall be constructed for a
±� 5 foot wide concrete walk.
5-22 SUBSTITUTES WILL BE ACCEPTABLE FOR JUTE FABRIC
Contractors will be allowed to substitute other
erosion netting for the Jute Fabric .upon prior approval of
the Engineer.
l 5-23 SIGNS AND SIGN POSTS
-1 Signs and sign installation shall be as specified
in the Uniform Manual on Uniform Traffic Control Devices,
1 U.S. Department of Transporation, Federal Highway Administration.
Payment for signs shall be at the contract unit price per sign
furnished and installed for each type of sign.'
Payment for,sign posts shall be at the contract unit price per
post furnished and installed including all hardware.
S-24 CONCRETE PAVEMENT - REMOVAL AND REPLACEMENT
-� The storm sewer on Devon Lane may be open cut across
the concrete pavement on Island View Drive. The concrete
pavement shall be cut at the nearest contraction joint prior
1 to removing any concrete. The concrete mat which is removed
shall be replaced with a 6 non -reinforced concrete pavement.
I
J
5-13
I
SECTION 201
TECHNICAL SPECIFICATIONS
EXCAVATION AND BACKFILL FOR UTILITIES
201-1 GENERAL: The work included in this specification consists
o: furnishing all plant,,labor, equipment, appliance and materials
-� required to perform all excavation and trenching work including:
the necessary clearing, grubbing, and preparation of the site; re-
moval and disposal of all debris; excavation and trenching; the
handling, storage, transportation and disposal of all excavated
materials; all necessary sheeting, shoring, and protection work;
preparation of subgrades; pumping and dewatering as necessary or
-� required; protection of adjacent property; backfilling; pipe embed-
ment; construction of fills and embankments; surfacing and grading;
protection, repair, relocation, maintenance and restoration of
j subsurface, surface, and overhead structures and utilities; and
_! other appurtenant work.
201-2 EXCAVATION: The Contractor shall perform all excavation of
every description and whatever substances encountered, to the
elevations and alignment indicated on the plans.
J Trenching shall be in open cut except with the written permission
of the Engineer. Permission for tunnel work may be given for
crossing under crosswalks and house drives or under service pipes
when such tunnels will not exceed 10 feet in length. The length
of trench to be opened at one time may be limited when, in the
opinion of the Engineer, such limitation is necessary. The amount
of open or unfilled trench shall not exceed 500 feet unless or-
dered by the Engineer, and failure to comply with this requirement
shall be cause for shutdown of the entire job until such backfilling
is accomplished. Trenches shall be only of sufficient width to
provide a free working space on each side of the pipe of not less
than 4 inches nor more than the outside diameter of the pipe,
plus 24 inches.
For trench width greater than that permitted above, the Contractor
shall, at the Engineer's option and direction, satisfy the design
requirements by furnishing and installing pipe of higher strength
or provide a higher class of bedding or both, whichever is directed
by the Engineer. Subject to the same requirements, the Engineer
may permit the Contractor to excavate a trench to a width greater
than that specified. All increased cost incurred by the Contractor
in connection with this requirement shall be at his own expense and
no additional compensation will be made.
201-1
I
Trenches shall be kept free from water until the pipe has
been laid and inspected. No extra payment will be made for
dewatering, as remuneration for this item is included in the
contract unit price for constructing the pipe line. Trenches
shall be sheeted and braced as necesssary. Such sheeting
shall not be removed until backfilling has progressed to
7
such stage that no damage to pipe lines or structures will
J
result from its removal.
Excavated material shall be neatly piled a sufficient distance
back from the edge of the trench to avoid overloading and
prevent slides or cave-ins, and kept trimmed up so as to be
of as little inconvenience as possible to the public and
7
adjoining property owners.
7
In areas where a blacktop surface will be disturbed by the
J
excavation, the blacktop shall be scored or cut prior to
excavation.
201-3 COMMON EXCAVATION: Excavation shall comprise the
satisfactory removal and disposition of all material not
classed as rock excavation, and shall include clay, silt,
sand, gravel, hard pan, loose shale, and other loose stone
in'masses and boulders measuring less than one cubic yard in
volume.
201-4 ROCK EXCAVATION: Rock excavation shall comprise and
include the satisfactory removal and disposition of all
7
boulders measuring one cubic yard or more in volume; rock
material in ledges, bedded deposits, and unstratified masses
which cannot be removed without systematic drilling and
blasting; concrete or masonry structures, and conglomerate
_
deposits which are so firmly cemented that they possess the
characteristics of solid rock and which cannot be removed
`j
J
without systematic drilling and blasting. No blasting shall
be done before the Engineer has been notified and the time
and location has been approved. Such approval shall in no
way relieve the Contractor of the liability or the responsibility
of his operations. Any damage caused by the blasting shall
be repaired by the Contractor at his expense. The Contractor's
J
methods of procedure relative to blasting shall conform to
local and state laws and municipal ordinances.
J201-5
PREPARATION OF FOUNDATION FOR PIPE LAYING: When the
excavation is in firm earth, care shall be taken to avoid
l
the removal of material below,the established grade. If the
f
foundation is rock, the excavation shall be carried to an
elevation which will provide for a bedding course not less
than 12 inches thick below the body of the pipe. This
J
bedding course shall be suitable earth or sand, free from
J
rocks, roots, sod or vegetable matter and shall be firmly
J
201-2
I
J
tamped in place before shaping the bed to fit the pipe.
Before pipe is placed, the bottom of the trench shall be
shaped to give full support to the lower one-fourth of the
pipe circumference. Adequate bell holes shall be made at
each joint. Where the excavation is in unstable earth or
muck, the unstable material shall be removed and refilled
with stable binder material, or the pipe shall be placed on
piling or other methods as directed by the Engineer to provide
firm foundation for the pipe. When the depth of the excavation
is greater than that required for the installation of the pipe,
the overexcavation shall be backfilled with a sand base,
thoroughly tamped to provide a firm bedding for the pipe.
All pipe shall be bedded as indicated on the plans or
described below:
1) Clay Pipe - Class C bedding in depths from 0 to 20'
Class B bedding in depths over 201.
In Class C bedding the pipe shall be placed with ordinary care
on an earth foundation, shaped to closely fit the width of at
least 50% of the pipe breadth. The remainder of the pipe shall
be backfilled to a height of 6" above the pipe with the material
shovel -placed and thoroughly tamped to completely fill all voids
around the pipe. When jointed in the trench, the pipe shall form
a true and smooth line. Pipe shall not be trimmed except for
closures, and pipe not making a good fit shall be removed.
Permissible deflects shall be placed in the top of the pipe.
Class B bedding is the same as Class C with the exception that
a 4" sand cushion shall be placed under the pipe for 60% of the
conduit breadth.
2) Cast or Ductile Iron Pipe - Class C Bedding.
3) Reinforced Concrete Sewer Pipe - Same as Clay Pipe.
1 4) PVC Plastic Sewer Pipe - Pipe shall be bedded in
J accordance with the requirements of ASTM D2321-72, "Standard
Recommended Practice for Underground Installation of Flexible
Thermoplastic Sewer Pipe". The types of allowable bedding
material and their installation will be as follows:
J Class I - shall consist of angular 1/4" - 3/4" (6-20mm)
graded crushed rock. The crushed rock shall be placed to a
minimum depth of 4" to 6", sufficient to provide level and
uniform bedding. The material shall be used for haunching of
the pipe at least up to the spring line, to avoid loss of
side support, caused by the migration of the side walls and
other backfill into the bedding. The material shall be
placed in such a way to provide adequate side support for
Jthe entire section of pipe below the spring line. Class 2
201-3
J
and Class 3 material, may be used above the spring line and
shall be thoroughly compacted to provide side supports for
the pipe.
Class II Material - consisting of coarse sand and gravel
with a maximum particle size of 3/4" (20mm), including various
rated sand and gravel, containing small percentages of fine,
generally granular, and non -cohesive. These soil types are
identified by the symbols GW, GP, SW, and SP. An explanation
of these soil types is given on the last page of this section.
The contractor shall take care in placing the Class II material,
to insure a uniformly compacted bed. He shall excavate the
bedding material or place it to a point above the pipe bottom,
determining such a point by the depth of loose material resulting
in preparation of the bedding and the amount of compaction
that will be required to bring it to grade. He shall use hand
or mechanical tamping to compact the bedding material to a
minimal 85% standard proctor density. Slightly damp material
would generally result in maximum compaction with minimal effort.
if water is added to improve compaction, the contractor shall
exercise care to avoid saturation of the Class II material, either
from the water added or the water coming into the trench from the
7 surrounding soils. The material shall be placed to the spring
line of the pipe by hand or mechanical tamping. Care shall be
exercised to insure that the material has been worked under
the haunch of the pipe to provide adequate side support. The
initial backfill material shall be placed in two stages, one to
the top of the pipe and the other to a point at least 6 inches
1 over the top of the pipe. The contractor shall compact each layer
1 of backfilling, either by hand or by mechanical tamping to a
minimum of 85% standard proctor density.
Class III Material - fine sands and clayey gravels,
including sand clay mixtures and gravel clay mixtures, soil
I types GM, GC, SM, and SC are included in this class. The Class
J III material shall provide a uniform pipe bedding, in the same
manner as Class II, except use hand or mechanical tamping to
l compact the bedding material to a minimum of 90% standard proctor
J density. The contractor will exercise care to avoid excessive
moisture in Class III material, when it is used for the bedding.
l The contractor shall place the material in lifts, being careful
J to get full compaction under the lower haunched area of the pipe.
Then additional material shall be placed to the spring line of
the pipe. This material shall be compacted to a minimum to 90%
standard proctor density. The contractor shall complete the
initial backfilling to 6 inches above the pipe and compact it
J either by hand or mechanically to a minimum of 90% standard
proctor density.
201-4
I
I
5) ABS Plastic Sewer Pipe - Pipe shall be bedded in
accordance with the requirements of ASTM D2321-72, In
I addition to the soil types allowable for bedding on PVC
pipe the following may be used for the ABS Truss pipe, ML,
and CL. ABS service pipe shall be bedded as required for
PVC pipe.
In the event that suitable bedding material is not available
the contractor shall haul in bedding material from other
excavation within the project or from his own source. The
'1 furnishing and installation of this bedding material shall
1 be considered incidental to the pipe installation and no
payment will be made for this item, unless Class I is used
"1 for backfill of unstable trench conditions and removed at
J the direction of the Engineer. In this case the Class I
l will be paid at the contract unit price for crushed rock.
j 201-6 SHEETING AND SHORING: Except where banks are cut
back on a stable slope the trenches shall be properly and
=1 substantially sheeted, braced, and shored as necessary, to
j prevent caving or sliding, to provide protection for the
workmen and the work, and to provide protection for existing
structures, facilities and adjacent road surfaces. Sheeting,
bracing, and shoring shall be designed and built to withstand
all loads that might be caused by earth movement or pressure,
and shall be rigid, maintaining shape and position under all
circumstances. The Contractor shall leave in place all sheeting
necessary to prevent damage or injury to persons or property.
Any damage caused by the failure of sheet piling or in its
f removal shall be the sole responsibility of the Contractor.
`1 Trench sheet shall not be pulled unless the pipe strength is
J sufficient to carry trench loads based on the trench width to
the back of the sheeting. Also it shall not be pulled after
backfilling. Where trench sheeting is left in place, such
sheeting shall not be braced against the pipe, but shall be
supported in a manner which will preclude the application of
I concentrated loads or horizontal thrusts on the pipe. Cross
J braces installed above the pipe for the purpose of supporting
sheeting in the bottom of the trench may be removed after the
`1 pipe embedment has been completed.
J 201-7 BACKFILLING OF TRENCHES: Trenches shall not be
backfilled until all required tests are performed or until
1 directed by the Engineer. Depositing of the backfill shall
be done so the shock of falling material will not injure
the pipe or adjacent structures.
201-5
B Backfill shall be suitable earth free from boulders, large
roots or excessive sod or other vegetation. Backfill shall
first be carefully hand tamped under and around the pipe up
to 6 inches above the top of the pipe, in lifts not to exceed
8 inches loose thickness. Care shall be used to so place and
tamp this bedding course so as to not disturb the joints,
alignment or grades of the pipe. Fill shall be carried on
simultaneously, on both sides of the Pipes.
-�
When -the surface is to be bituminous paving, the backfill
in the top one foot of the trench is to be select gravel
material. When the finished street is gravel, the top one
foot of the trench is to have 6" of Class 5 gravel placed
over 6" of select gravel. When sufficient select material
1 does not exist on the site from this or adjacent trenches
J within 2 miles, the Contractor shall purchase and place
such select gravel and Class 5 gravel as directed by the
Engineer.
Where pipe line is placed beneath a paved roadway or paved
driveway, or within 5 feet of the edge of an existing
or proposed pavement or base course, compaction of the back-
fill shall be done in lifts of uniform layers not to exceed
the depth shown in the COMPACTION CHART below and each lift
shall be compacted over the full width of the excavated area.
The Contractor shall carry out his compactions to ensure that
`1 the material placed below three feet of the top of the
1 excavation and one foot above the pipe shall be compacted
to a standard Proctor density of not less than 90%. The
material placed in the top three feet of the trench shall
be compacted in the same manner to a density of not less
than 95%.
COMPACTION CHART
Compactor Type
Hydra -Hammer (1,000 lb. wt.; 1 Sq.
Ft. Shoe; 6 ft. drop height)
Vibratory Roller (Smooth Drum)
Vibratory Roller (Sheepsfoot)
Sheepsfoot (150 psi minimum)
Plate Vibrator
Button Head Pneumatic
Plate Tamper
201-6
Maximum Loose Soil
Lift Heights (Ft)
Plastic
Sands Soils
4.0 4.0
3.0 Not Allowed
Not Allowed 2.0
Not Allowed 2.0
1.0 Not Allowed
0.5 0.5
1.0 1.0
I
I
Three (3) feet of material compacted with a plate vibrator, plate
tamper or button head pneumatic compactor shall be placed over the
pipe before a hydra -hammer, vibratory or sheepsfoot roller is
operated over the pipe.
Special compaction shall be done around all valves, hydrants and
other structures and utilities by the use of pneumatic tampers,
plate tampers, or plate vibrators with lifts not to exceed that
shown in the above chart.
Service trenches must be compacted in the same manner as the main
trench. In areas where curb and gutter exists, sufficient curbing
shall be removed to allow the prescribed compaction over the entire
disturbed area.
When the trench excavation is within the right-of-way of State or
County Highway, the backfilling of the trench, compaction of materials,
subgrade preparation and surfacing shall be done in strict accordance
with the requirements and specifications of the State or County
Highway Department at no additional compensation.
All deficiencies in the quantity of material for backfilling the
trenches or for filling depressions caused by settlement shall be
supplied by the Contractor.
In all cases, the Contractor shall blade and compact the roadway
after the trench has been backfilled, so that it shall be passable
to traffic at all times. The Contractor shall maintain the roadway
in a condition acceptable to the Engineer at all times until final
approval of the entire work by the Owner. Water shall be used for
dust control and shall be applied as directed by the Engineer.
The Contractor shall remedy at his own expense any defects that
appear in the backfill for a period of one year following completion.
Where the pipe line is clear of paved roadways or driveways to a
distance of 5 feet or more, the backfill shall be placed as specified,
to 2 feet below the ground surface.
The remainder of the backfill may be done in layers by backcasting
or filling and spreading.
The Contractor shall backfill the trenches with dry earth to the
original ground surface unless directed otherwise. All surplus
earth shall be disposed of as directed by the Engineer within
2 miles of the excavation. Whenever there is any uneven settlement,
of the earth in the trenches, the Contractor shall, at his own
expense fill the low places and level off the high places.
201-7
I
I
Unsuitable Material Under Streets - The Contractor shall when
directedby the Engineer, replace unsuitable material beneath
roadways with surplus material from other parts of the project.
The removal and disposal of the unsuitable material and the
hauling, placing', and compacting of the surplus material shall be
considered incidental to the sewer installation and no payment will
be made for this item.
201-8 RESTORATION OF SURFACES: Where the surface of the ground
is disturbed by the Contractor_ s operations, it shall be replaced
"in kind" including blacktop surfacing, gravel surfacing, crushed
rock, concrete driveways or sodding.
When bituminous surfacing is disturbed by the Contractor's
operations, he shall, after all compaction and grading is installed
and approved, apply a 3 1/2" bituminous base course and a 1 1/2"
bituminous wearing course. The bituminous surfacing shall conform
to the Minnesota Highway Department Specifications dated January 1,
1972 and subsequent amendments.
The bituminous base and wearing courses shall be compacted to 95%
density. The wearing course shall be MHD 2341 wearing course mix
with'6% asphalt content.
The base course shall be MHD 2331 base course mix with 4.5% asphalt
content. A tack coat shall be applied to the base before the wearing
course is applied. No prime coat will be required.
The Contractor shall be paid for the restoration of bituminous
surface of only the public streets in accordance with the detailed
specifications. All other areas where the paved surfaces of
driveways or parking areas, etc., are disturbed by the Contractor's
operations, shall be restored as specified above at no additional
compensation.
When the pipe line is placed beneath a gravel surfaced street, the
graveling shall be replaced as specified above and no further
surfacing will be required.
When the pipe line is beneath sodded areas, gravel driveways, or
other surfaces, the surface shall be restored "in kind" at no
extra compensation.
All fences, shrubbery and other features or structures disturbed
by the Contractor's operations shall be replaced or repaired at
no extra compensation.
201-8
1 The Contractor shall remove trees that are in the way of his
trench as authorized in writing by the Engineer, but the
Contractor shall not be required to replace any trees.
201-9 DETOURS - TRAFFIC CONTROL: When traffic cannot be
diverted, it will be permitted to use the street at all times.
The Contractor shall furnish sufficient signs to facilitate the
directing of traffic. These signs shall conform to the M.H.D.
Manual on Uniform Traffic Control Devices, Appendix B, placed
to provide adequate warning. The Contractor shall have a
sufficient number of barricades and signs on hand prior to the
start of construction.
It shall be the Contractor's responsibility to make such checks
and inspections of all lights and barricades as necessary to
insure their continuous operation. He shall maintain the streets
in a passable condition. He shall conduct his work so as to
create a minimum of inconvenience to traffic and shall furnish
J not less than two flagmen at such locations where loading and
depositing of material requires the turning of the trucks or
equipment on any State Highway or "main street" and where the
=� operation of construction equipment endangers traffic.
Temporary suspension of work does not relieve the Contractor
of the responsibility outlined in the above requirements.
201-9
Major, divi cions.
CE -1 17,
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTIR Designation: D 2457 — 69 AND D 2458 — 69
(Unified Soil Classification System)
Group
N
symbols
c
o
Classification criteria
Yleltradedgravels and
`
Cu=0�.0 greater than 4;
GW
gravel -sand mixtures, little
t0
o
W 3'
c
or no fines
U BVI
N
w v
m �
V
Dla x060
a.fj e
2
_
— dual symbols.
Poorly graded gravels and
S a
.Equation of A' -line: -
GP
N
> N
Not meeting both Criteria for GW
or
N n
S
N
O
O
g,
N
O
N
N
�Z
v
>
N
0
o
�
Silty gravels, gravel -sand -a
ti .�
I Atterberg limits below
"A"
� c
siltmixtures
o t7 t9 �.;
line or P.I. less
Atterberg Iimits'plot-
e 3 T
to Q to
u ;
thon4
I
0
-
--
C l ayey' gra ve l s, gravel-
Atterberg limits above
"A"
GC
C
>
C
w N
v
_•
"O
greater than 7
U
ML and OL
N U
n
.
Ylnll-graded sands and gra-
m 0
M
�.
velly sands. -little or no
-� N 'in
Oto 2 -
iDaol
N
Yl
O
.C 2- between 1 and 3
�
C.
N N c.
N
n
«
U
'S
Poorly graded sands and
n
:R
N
v
SP
gravelly sands, little or no
c
Not meeting both criteria for SW
N
CE -1 17,
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTIR Designation: D 2457 — 69 AND D 2458 — 69
(Unified Soil Classification System)
Group
symbols
Typical names
Classification criteria
Yleltradedgravels and
grain.ed soils.
Cu=0�.0 greater than 4;
GW
gravel -sand mixtures, little
t0
o
/000/2
or no fines
hatched area are borderline
CZ= between 1 and 3
-
o N
Dla x060
_
— dual symbols.
Poorly graded gravels and
S a
.Equation of A' -line: -
GP
no lfines mixtures, little
_
'W `vo
Not meeting both Criteria for GW
or
N n
O
ce
OH and
MH
C N N e,
GM
Silty gravels, gravel -sand -a
ti .�
I Atterberg limits below
"A"
siltmixtures
o t7 t9 �.;
line or P.I. less
Atterberg Iimits'plot-
e 3 T
to Q to
u ;
thon4
I
ting in hatched area
are borderline clpSsit,-
cations requiring use
of dual symbols
-
--
C l ayey' gra ve l s, gravel-
Atterberg limits above
"A"
GC
sand -clay mixtures
line with P.I.
_•
"O
greater than 7
\��
ML and OL
n
Ylnll-graded sands and gra-
Ca= D6o greater than 6;
SW
velly sands. -little or no
-� N 'in
Oto 2 -
iDaol
tines
o_� oo
.C 2- between 1 and 3
N N c.
N
Dtax06o
Poorly graded sands and
u S z --o
SP
gravelly sands, little or no
t a °;
Not meeting both criteria for SW
_n
U 32N N
Silty sands, sand -silt mix - '
" -
Atterberg limits below
SM1t.
tures - - -
,� $ iv
,.A„ line or P.I. less
Atterberg limits plot-
41
than4
ting in hatched aiea
� 0 «
0
J 1i r(f
re borderlrnc nlasah-
cations requir Pq V°e
SC IClayey sands. sand -clay
mixtures
Inorganic silts., very .fine
ML sands• rock (lan, silty or 6C
clayey fine sands
Inorganic clays of lowto 50
CL medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays
K 40
OL Organic silts and organic v
5
silty clays of low plasticity
�� 3C
Inorganic silts, micaceous _
MH or diatomaceous fine sands a
or silts, elastic silts 2C
Inorganic clays of high
CH plasticity, fat. clays
Organic clays of medium to
OH high plasticity
10
7
4
00 10' -20 30 40 50 60 70 80 90 100
Liquid Limit
Atterberg.limits above
"A" line with P.I. of dual symbols
greater than 7
Plasticity Chart
For classification of fine-grained
soils and fine fraction of coarse-
-
grain.ed soils.
Atterberg Limits plotting in
hatched area are borderline
CH
classifications requiring use of
_
— dual symbols.
.Equation of A' -line: -
PI =0.73 G 20)
ce
OH and
MH
CL
CL•A1L
\��
ML and OL
Peat, muck and other highly
Pt
organic soils
9 -Based on the material passing the 3 in. pG mm) si Ovo.
I
I
SECTION 202
tTECHNICAL SPECIFICATIONS
SANITARY SEWERS
l 202-1 GENERAL: The work included in this specification consists
1 of furnzshr i g all plant, labor, equipment, appliance and material
required to construct all sanitary sewer, forcemain, manholes and
appurtenances as shown on the plans and detailed in these specifi-
cations.
202-2 MATERIAL: All material used on this project shall be new,
undamage material and shall conform to the following detailed
requirements:
a. Clay Sewer Pipe: All clay pipe shall be Extra Strength
Class sewer pipe and shall conform with ASTM specifications C-700-7. T
for Extra Strength Clay Pipe. Joint material for clay pipe shall
be ring gaskets of a resilient material or plastic sleeves,
conforming to ASTM Specification Designation C-425.
b. ABS Truss Pipe: The ABS Truss pipe shall meet the
requirements of ASTM D-2680. All service pipe to meet the
requirements of ASTM D-2751.
C. PVC Sewer Pipe: All PVC sewer pipe shall meet the
`7 requirements of ASTM D-3034 and shall have a minimum wall thickness
l as covered by SDR -35 (heavy wall). Joints shall be Elastomeric
Gasket Joints.
Jd. Reinforced Concrete Piper Reinforced concrete pipe
shall conform to the requirements of the Standard Specifications
7 for Reinforced Concrete Sewer Pipe, ASTM Designation C76 -59T for
J Classes III, IV and V.
Class III pipe shall be used wherever there is less than ten (10)
feet of cover over the invert of the pipe; Class IV pipe shall be
used wherever there is more than ten (10) feet, but less than
l twenty (20) feet of cover over the invert pipe and also where
J there is less than six (6) feet of cover; and Class V pipe shall
be used wherever there is more than twenty (20) feet of cover
1 over the invert of the pipe, unless otherwise specified in the
Special Conditions.
All concrete pipe shall be a minimum of six (6) feet in length
unless the Engineer gives permission to use shorter lengths.
All pipe shall be clearly marked to show its proper position
when laid.
11
202-1
j Reinforced concrete pipe shall have Type R74 gasket joints.
_( e. Corrugated MePipe: Where called for, Corrugated
Metal Pipe sha conform tal to Section 3226 of the Minnesota
Highway Department Standard Specifications for Highway
Construction, dated January 1, 1972 and all subsequent revisions.
Where required, joints shall be coupling bands.
f. Cast Iron Pipe: Cast Iron Pipe shall be of the class
determined from design by use of USAS Specification A21..1, 1967.
The pipe shall be suitable for eight foot cover and laying condition
B as detailed in USAS Specification 21.6 and 21.8. The pipe shall
be completely cement lined inside in accordance with USAS Specific-
ation A21.1 and outside with coal tar pitch to which varnish has
j been added to produce a smooth, tough and tenacious coating.
'j All fittings shall be AWWA fittings with mechanical joints and
shall conform to the specifications for the pipe. Pipe shall be
designed to lock rubber ring gaskets against displacement. Joint
material shall be provided with specially made rubber gaskets.
Provisions shall be made.for providing electrical conductivity
through all joints.
All forcemain pipe shall be designed to meet the following criteria
unless ,noted otherwise in the Special Conditions.
(1) Specified I.D. shall be minimum after linings.
.� (2) Working Pressure = 150 psi
Water Hammer = 100 psi
J 250 psi total operating pressure.
A safety factor of 2 shall be taken on working pressure
plus water hammer or total design of 500 psi.
(3) External loads are to be determined using a minimum
of 5 feet of cover or greater as shown on the profile
drawings. Live loads are to be determined from AASHO-
H20 loading. A width of trench of the pipe diameter
j plus 48 inches shall be used.
g. Ductile Iron Pipe: Ductile iron pipe will be accept-
able for the forcemain construction.
(1) Ductile iron pipe and fittings shall be designed and
manufactured in accordance with ASA A21.50 and ASA
A21.51. Ductile pipe shall be cement lined in
accordance with ASA A2.14 - 1064.
(2) Laying Condition C and for ductile iron pipe E'
i shall not exceed 300 psi.
.J
202-2
I
I
J
J
(3) Flexible pipe (ductile) thicknesses are to be
selected on external loading or internal loading,
whichever produces the greater thickness.
(4) The maximum permissible deflection of flexible
pipe shall be 20.
(5) A total corrosion allowance and factory tolerance
of 0.15" is to be added to the ductile iron pipe.
Joints for all pipe shall be rubber gasket slip joints with
electrical conductivity maintained across all joints in metal
pipe.
h. Concrete: Concrete shall be mixed with Type II,
Portland Cement, clean sand, crushed rock and of workable
consistency with a slump not to exceed 4 inches.
i. Precast Concrete Pipe Manhole: Precast sections -
shall have a minimum total steel area equal to ASTM requirement
for ASTM 478-70. Concrete must test.3,000 psi and have a
minimum barrel thickness of 5 inches. There shall be a minimum
of.2 and a maximum of 4, 2" precast adjusting rings on top of
each manhole rings. Manhole pipe shall have type R-4 gasket
joints.
The connection between the pipe and manhole shall be a Interpace
Boot as manufactured by Elk River Concrete or a Kore-N-Seal
Boot as manufactured by. North. Star Concrete Company, or approved
equal.
j. Manhole Covers: All manhole rings and covers shall
be made of Class 30 gray iron, rough and of even grain, and
shall possess a tensile strength of not less than 30,000 pounds
per square inch and conform to ASTM Specifications A-48-70. All
castings shall conform to the shape and dimensions shown on the
plans and shall be clean and perfect without defects of any
kind. Covers shall have machined bearing surfaces.
k. Valves: Gate valves shall conform to the standard
specifications of AWWA iron body valve, square operating nut,
and close in a clockwise direction. The valve shall be
provided with an adjustable valve box and with a cover with
the word "sewer" cast thereon. The valve boxes shall be
installed so their tops are at the proposed street grade. Valve
boxes shall be of the length required by the pipe cover as
shown on the plans and extensible not less than 10" upward.
202-3
1
1. Services: All services shall be 4" diameter of the
same material, pipe classification and joint material as the
pipe to which they are attached except that services with clay
pipe shall be six (6) inch Vitrified Clay Pipe. Where pipe is
laid in the same trench as the copper water service, the contractor
shall use 4" extra heavy cast iron soil pipe with, rubber gasket
joints. Approved adapters to the sewer main shall be provided.
ll
M. Piling: Norway Pine, Jack Pine, Douglas Fir (Coast
Region), or Southern Yellow Pine, may be used under these
specifications. Balsam, Fir, Hemlock, Soft Maple, Poplar,
Slippery or Swamp Elm or any other wood which would not
stand driving will be rejected.
r� All piles shall have a butt diameter of not less than 12". Piles
less than 40 feet in length shall have a tip of not less than
8 inches in diameter and piles over 40 feet long shall have a
tip not less than 7 inches in diameter.
Piles shall be sound and solid and free from any defects which
J may materially impair their strength or durability. They must
be so straight that when a line is drawn from the center of
the butt to the center of the top, the line will be within the
body of the pile and shall have a uniform taper from the top
to the butt.
Piles shall be capped and cradles provided in accordance with
the detailed drawings.
All piles, caps, and ties shall be creosote treated in conformance
with Minnesota Highway Department_ Specifications 2491.
n. Foundation Material: Foundation material shall be
3/4" to 2" binder stone, and must be approved by the Engineer.
Foundation material which is used for dewatering rather than
foundation strengthening, will be considered incidental to
the pipe installation and no payment will be made for this item.
J o. Air Release Valves: .The air release valves shall be
APCO model #200 with a 8 orifice.
p. Lightweight Aggregate: In areas of unstable
foundation, the Engineer may direct the contractor to use
J a lightweight aggregate for pipe foundation and backfill in
lieu of crushed rock. The lightweight aggregate shall be as
manufactured by North Central Lightweight Aggregate Company,
Inc., 4901 West.Medicine Lake Road or approved equal. It
J shall be sound, durable, strong and clean with a unit weight
of not more than 60 to 65 pounds per cubic foot. The particle
Jsize shall be not less than 1/4" size.
-1
202-4
202-3 PILING: If the Engineer shall order piling to be placed,
9
the Contractor shall furnish,_ drive;: and place all said piles.
Piles shall be driven.vertically in exact position at locations
given by the Engineer. Piles which may become shifted, must be
removed and good piles driven in their places, or additional
piles put -in as.directed by the Engineer without additional
expense to the Owner.
202-4 HANDLING: Pipe, fittings, and accessories shall be
"l
delivere�kpiled and handled in a manner that will insure
J
their installation in the work in sound, undamaged condition.
Hooks inserted in ends of pipe shall have broad, well padded
contact surfaces. Pipe and fittings shall not be bumped or
dropped.
Pipes having premolded joint rings shall be handled in such a
manner that no weight, including the weight of the pipe itself,
will bear or be supported by the spigot rings at any time.
Care shall be taken to avoid dragging the spigot rings on the
ground or allowing it to come in contact with gravel, crushed
stone, rocks or other hard objects. Joint rings which have been
1 damaged in any way will not be accepted and shall not be incor-
porated in the work.
202-5 CLEANING: The interior of all pipe and fittings shall
be thoroughly cleaned of all foreign matter before being installed
and shall be kept clean until the work has been accepted. All
joint contact surfaces shall be kept clean until the jointing is
completed.
Every precaution shall be taken to prevent foreign matter from
entering the pipe during installation. No debris, tools, clothing
or other materials shall be placed in the pipe.
_1 202-6 INSPECTION: Each piece of clay sewer pipe shall be tested
for soundness, after its delivery alongside the trench near the
point of installation, by standing the pipe on one end (with a
minimum of ground contact) and.tapping the other end with a light
hammer. Each end of each pipe shall be thus tested.
Rejected pipe and fittings shall be removed from the site of the
work immediately and permanently.
202-7 ALIGNMENT AND GRADE: Unless otherwise shown on the
plans, all pipe sha a aid straight between changes in
alignment and at a uniform grade between changes in grade.
All lines shall be laid so that each section between manholes
will lamp.
.J
202-5
The contractor shall erect substantial batter boards at intervals
of not more than 25 feet...Batter boards shall be used to deter-
mine and check pipe sub -grades. Not.less than three batter
i boards shall be maintained in proper position at all times when
f trench grading is in progress...The use of a laser may be
proposed by the contractor and approval by the Engineer will
i be on -a project by project basis. The Engineer may reject the
l
useofthe laser at any.time.the results are unsatisfactory.
202-8 LAYING PIPE: Pipe shall be protected from lateral dis-
placement by means of.pipe.embedment material installed as
provided in the.trench backfill specification. Under no
circumstance shall pipe be laid in water and no pipe shall be
laid under unsuitable weather or trench conditions. Bedding
shall be as specified on Page ,201-4 and 201-5 of these
specifications.
202-9 PIPE JOINTS: Joint material shall be as specified in
-� paragraph 202-2._ All instructions and recommendations of the
pipe manufacturer shall be followed.
202-10 ACCEPTANCE TESTS: -Prior to final acceptance of each section
of the sewer line, the contractor shall flush a ball, the full
diameter of the sewer, through the.line. This shall be done to
remove any dirt or debris._which.has_entered the new installation.
The dirt and debris shall be prevented from entering the existing
sewer system by means of watertight plugs or other suitable
methods. Each reach of sewer shall meet the requirements of the
following tests:
a. Lamping: Each section of sewer line between manholes
shall be strai`g�and uniformly graded. Each such section will
be lamped. Lamping will.be performed by.the Engineer. The
Contractor shall furnish suitable assistance to help the Engineer.
b. Infiltration: If at any time the infiltration observed
-� and measured between any two adjoining manholes by the Engineer
exceeds 100 gallons per inch of nominaldiameter per mile of sewer.
per day, the contractor shall locate the leakage and shall make
such repairs as are necessary to_control the infiltration.
C. Air Testing: The contractor shall perform these tests
r on all sewer lines installed as follows:
JTest Procedure: Clean the pipe to be tested by pro-
pelling snug fitting inflated rubber ball through the pipe with
water.
Plug all pipe outlets with suitable test plugs. Brace each plug
securely.
202-6
-) If the pipe to be tested is submerged in ground water, insert a
1 pipe probe by boring or jetting, into the backfill material
adjacent to the center of the pipe, and determine the back
pressure in the probe when air passes slowly through it.
This is the back pressure due to ground water submergence
over the end of the probe. .All gauge pressures in the test
A should be increased by this amount.
Add air slowly to the portion of the pipe installation under test
until the internal air pressure is raised to 4.0 psig.
After an internal pressure of 4.0 psig is obtained, allow at
least two minutes for air temperature to stabilize, adding only
the amount of air required to maintain pressure over 3.6 psig.
"j when pressure decreases to 3.6 psig, start stop -watch. Determine
J the time in minutes that is required for the internal air pressure
to reach 3.0 psig. Minimum permissible pressure holding times
.J for runs of single pipe diameter areindicatedin the following
J tables in minutes.
The air test may be dangerous if, because of ignorance or careless-
ness, a line is improperly_ prepared. It is extremely important
that the various plugs be installed and braced in such a way as to
l prevent blow outs. Inasmuch_as a force of 250 lbs. is exerted on
J an 8" plug by internal pipe pressure of 5 psi, it should be realized
that sudden expulsion of a poorly installed plug or of a plug that
"7 is partially deflated before-the.pipe pressure is released can be
J dangerous.
As a safety precaution, pressurizing equipment should include a
regulator set at 10 psi to avoid over -pressurizing and damaging
an otherwise acceptable line. Noone -shall be allowed in the
manholes during testing.
The portion being tested shall pass if it does not lose air at
a rate to cause the pressure to drop from 3.6 to 3.0 p.s.i.g.
(greater than the average back pressure of any ground water that
may submerge the pipe) in less time than listed as follows:
Pioe Diameter In Inches
4
6
8
10
12
15
18
21
202-7
Minimum Allowable Minutes
(3.6-3.0 psig Pressure)
2.0.
3.0
4.0
5.0
6.0
7.5
9.0
10.5
All service plugs shall be secured in place to prevent dis-
placement during testing operations.
e. Exfiltration: At the.option of the Engineer
Exfiltration tests may be required on sewer lines which are
above the present ground water.- The test section shall be
bulkheaded and the pipe subjected to a hydrostatic pressure
produced by a head of water -.at a.depth of four (4) feet above
the high invert of the sewer under test at its lower end. This
head of water shall be maintained_ for a period of one hour during
whichitis presumed that full -absorption of the pipe body has
taken place, and thereafter for a further period of four (4)
hours for the actual test of leakage. During this four hour
period the measured loss shall not exceed the allowable infiltra-
tion rate.
'l The introduction of any substance into the water used for testing
J with the intent to seal such leaks as may be indicated will not
be permitted.
'J Two such exfiltration tests will be required for each type and
size of pipe. if results of the exfiltration tests are not
satisfactory, additional tests may be required by the Engineer.
f. Forcemain: Before backfilling, each section of force -
main shall be tested between valves, closures or temporary plugs
as follows:
"1 The main shall be flushed to remove air and debris. Each
J section shall then be subjected to a hydrostatic pressure
of 150 psi, measured by a gauge at the lowest point for a
-� period of.twenty minutes. -Water added to maintain the
pressureshallnot exceed one gallon per 1000 linear feet of
main being tested during_the.two hour test. All necessary
1 tools, equipment, connections, plugs, etc., shall be furnished
J and installed by the contractor at his own expense. No more
than 2,000 linear.feet of pipe shall be constructed between
"J testings.
The contractor shall furnish all labor and materials for testing
the sewers and forcemain and assist the Engineer in making
measurements.
In areas where the sewer cannot be lamped, or does not pass the
required tests and the contractor is unable to repair the leaks by
normal procedures, the Engineer may direct that the sewer be
Jtelevised to locate the leaks. Such television, when directed
f in writing by the Engineer, shall be done by the Contractor at
his own expense.
J
202-8
202-11 MANHOLES: All standard and drop manholes shall be
constructed, complete with covers, fittings, and other appurten-
ances, in accordance with the details shown on the drawings.
Drop manhole sections shallbeconstructed of solid precast
curved segmental concrete masonry units specially cast for use
in manhole construction.. Drop sections shall be set on a poured
concrete: base. All adjusting rings and frames shall be set in
a full bed of mortar. Frames and.covers shall be set to elevations
designated by the Engineer.
Only manholes which require outside pipe and fittings for dropping
the sewage into the lower_ line_ willbe designated as drop manholes,
"i and drop.sections shall be constructed when the invert of the
1 incoming sewer is two _feet or more above the.bottom of the manhole.
Inside drop manholes, where the incoming line discharges sewage
directly into the manhole and which do not require special fittings
such.as tees -and elbows, -will be_considered to be standard manholes.
202-12 SERVICE CONNECTIONS: The contractor shall keep an accurate
record of service connections as to location, depth, type, etc.
Location shall be made in respect to the nearest manhole center
downgrade from the service.. This record shall be kept by the con-
tractor and inspector on forms to be provided by the Engineer.
On plastic pipe where_ service_wyes are cut into the side of the pipe,
the wye shall be attached with solvent and banded.
`l At the end of all house connections at the property line, the
j contractor shall furnish and set at no additional compensation a
2" x 2" x 8' long woodenstakeset vertically to within 12 inches
of the ground surface.
The contractor shall construct services for house connections, and
-� shall extend such house connections to the property line. Wherever
possible, house connections shall 'be_kept to a minimum depth not
less than nine (9) feet over the top of the pipe at the property
( line. All house connections shall be capped by a jointed clay or
cast iron stopper, firmly set in.place to prevent any water entering
the pipe.
At service wyes where the sewer is laid deeper than necessary to
serve abutting property, the Engineer may order the contractor to
construct a vertical riser embedded in the side of the trench, and
as shown on the detailed drawing and to such height as required.
Riser pipes will not be installed_for.service installations less
than twelve (12) feet deep.
202-13 CORROSION PROTECTION FOR CAST AND DUCTILE IRON PIPE: In
1 areas where corrosive soils are encountered, the Engineer may direct
the contractor to install 8 mil polyethylene tube material over the
pipe. The ends of the tube will be wrapped and tightly taped with
202-9
^t 2" plastic tape, Scotchrap #50. The tube shall be installed in
j accordance with the latest.recommendations of the Cast Iron Pipe
Research Association.
202-14 METHOD OF MEASUREMENT: The.Engineer will measure the
number of linear feet of each size of sanitary sewer pipe laid.
No deduction will be made from the lineal footage of pipe for the
space occupied by manholes. House service pipe will be measured
as the horizontal distance from the center.line of the sewer line
to the end of the service pipe.
202-15 BASIS OF PAYMENT: Unless otherwise stated in the Special
Conditions 3.2 or the proposal form, the contract price per lineal
foot for the various sizes.and types of sanitary sewer shall be
full compensation for furnishing.all.materials, equipment, tools,
and labor including disposal of .surplus excavated material
necessary to construct the sewerand place the backfill, in
accordance with the plans.and_specifications. The contract
unit price per.lineal-foot alsoincludesconnecting the existing
sewers. No extra compensation will be allowed for over -depth,
rock excavation or tamping backfill, or clearing or grubbing
unless otherwise provided in the proposal form.
The contract price for manholes shall be full payment, for
furnishing all materials, labor, tools and equipment necessary
to complete the same in accordance with the plans and these
specifications, except the pipe sections in the manhole which
will be included in the lines of pipe.
-I 202-10
I
SECTION 205
TECHNICAL SPECIFICATIONS
WATERMAIN
205-1 GENERAL: The work included in this specification consists
of furnishing all plant, labor, equipment, appliance and materials
required to construct all watermains, valves, hydrants and appur-
tenances as shown on the plans and detailed in these specifications.
205-2 MATERIAL: All material used on this project shall be new,
undamaged material and shall conform to the following detailed
requirements:
a. Cast Iron Pipe: Cast Iron Pipe shall be of the class
determined from design by use of USAS Specification A21-1 1967.
"] The pipe shall be suitable for eight foot cover and laying
condition B as detailed in USAS Specification 21.6 and 21.8.
The pipe shall be completely cement lined inside in accordance
=� with USAS Specification A21.4 and outside with coal tar pitch
to which varnish has been added to produce a smooth, tough and
tenacious coating.
b. Cast Iron Pipe Fittings: All fittings shall be AWWA
fittings with mechanical joints and shall conform to the specifi-
cations for the pipe. Pipe shall be designed to lock rubber
J ring gaskets against displacement.
c. Asbestos -Cement Pipe: Asbestos -cement pipe may be
used for watermain when specifically authorized in the Special
Conditions of these specifications. The asbestos -cement pipe
shall be Class 150 pressure pipe conforming to ASTM specifications
C296 -65T and AWWA Specification H-2. Fittings shall conform to
the specifications for the pipe and all joints shall be rubber
1 gaskets.
J d. Joints: Joint material for cast iron pipe shall be
J rubber ring gaskets such as fastite or equal. Mechanical joints
shall be provided with specially made rubber gaskets.
1 All of the watermain shall have conductivity throughout the system
J by use of copper straps or approved conductive gaskets with cop-
per inserts. All fittings shall be mechanical joint with copper
1 straps. Lead tipped gaskets or wedges will not be approved for
J conductivity.
205-1
1
Copper jumper straps between sections of pipe shall be not less
than 1/16" x 3/4" strap bolted to shop welded pipe straps of the
same size. Bolts shall be 5/16" diameter bronze. For all lo-
cations where shop welded straps are not available, field welds
shall be made using the Cadweld method with size 32 cartridge.
Each field weld shall be properly made after filing the surface
-� of the pipe to a clean bare metal over the entire area of the
weld. Straps bolted to mechanical joint fittings shall be not
less than 1/6" x 1-1/2". All straps shall be securely fastened
1 and backfill placed so as to not damage the conductivity.
e. Valves: Gate valves shall conform to standard speci-
-� fications of AWWA for iron body, O-ring type packing gate valves.
The valves shall have a square operating nut and shall close in a
clockwise direction. All buried valves shall be provided with an
adjustable valve box with a cover with the word "water" cast
thereon. Valve boxes shall be installed so their
tops are at the proposed street grade. Valve boxes shall be 85"
-� long with extensibility of not less than 10" upward.
f. Hydrants: All hydrants shall be Waterous Company, or
approved equal with 5" valve opening conforming to the standard
hydrant currently in use by the Owner. The hydrants shall have a
barrel length to permit a minimum of 6-1/2 feet of cover for the
watermain.
g. Service Pipe: All services shall be Type K copper.
h. Service Groups: Service group items shall be as
follows or approved equal:
Corporation Cock shall be Mueller Model H-15000.
Curb Stops shall be Mueller Model H-15150 with 6 foot station
key, Mueller 84341.
Curb Box shall be Mueller Model H-10300.
205-3 HANDLING: Pipe, fittings, and accessories shall be handled
in a manner that will insure their installation in the work in sound,
undamaged condition. Hooks inserted in ends of pipe shall have
broad, well padded contact surfaces. Pipe and fittings shall not
be bumped or dropped.
Pipe having premolded joint rings shall be handled in such a manner
J that no weight, including the weight of the pipe itself, will bear on
or be supported by the spigot rings at any time. Care shall be
taken to avoid dragging the spigot ring on the ground or allowing it
to come in contact with gravel, crushed stone, rocks, or other hard
objects. Joint rings which have been damaged in any way will not
be accepted and shall not be incorporated in the work.
J
J 205-2
205-4 CLEANING; The interior of all pipe and fittings shall be
thoroughly cleaned of all foreign matter before being installed
1 and shall be kept clean until the work has been accepted. All
joint contact surfaces shall be kept clean until the jointing is
complete.
Every precaution shall be taken to prevent foreign material from
entering the pipe during installation. No debris, tools, clothing
or other materials shall be placed in the pipe.
1 205-5 INSPECTION, Each piece of pipe shall be tested for sound-
ness, after zt- is delivery alongside the trench near the point of
installation, by tapping the pipe with a light hammer. Each end
of each pipe shall be thus tested.
Rejected pipe and fittings shall be removed from the site of the
work immediately and permanently.
205-6 LAYING PIPE; Pipe shall be protected from lateral dis-
placementy -means of pipe embedment material installed as provided
in the trench backfill specification. Under no circumstances shall
1 pipe be laid in water and no pipe shall be laid under unsuitable
weather or trench conditions.
All pipe shall be laid with a Class C bedding. In the Class C
bedding the pipe shall be placed with ordinary care on an earth
foundation, shaped to closely fit the width of at least 50% of
7 the pipe breadth.
The remainder of the pipe shall be backfilled to a height of 6"
above the pipe with the granular material shovel -placed and thor-
oughly tamped to completely fill all voids around the pipe.
The pipe shall be laid to the alignment as provided by the Engineer
and all pipe shall be laid at a depth so that the center line of
the pipe will be at least 7 feet below the top of the finished grade.
L� At the end of each day's work, or when the construction of the pipe-
line is temporarily discontinued, the contractor shall place
-� temporary plugs in all openings in the pipe to prevent the entrance
of earth and other foreign material,
J The contractor shall provide suitable clamps, tie bars or concrete
bulkheads at changes in alignment, tees, bends, plugs, etc. to
prevent damage to the pipe by waterhammer, shock, etc. All dead
-, ends shall be sealed with cast iron plugs.
.J
205-3
1 205-7 JOINTING: All rubber ring joints shall be carefully in-
stalled in accordance with the manufacturer"s instructions. All
gaskets shall be wiped clean and lubricated. Then the pipe shall
l be properly aligned and shoved home to a tight seal.
j All mechanical joints shall be made up in accordance with the stan-
dard specifications of the American Water Works Association.
205-8 TESTING: Before backfilling, each section of completed
watermain shall be tested between valves, closures or temporary
plugs as follows:
The main shall be flushed at the hydrants to remove all air or
debris and then each section shall be subjected to a hydrostatic
pressure of 150 psi, as measured by a gauge at the lowest hydrant,
for a period of two hours. Water added to maintain the pressure
J shall not exceed one gallon per 100 linear feet of main being
tested during the two hour test. All necessary tools, equipment,
connections, plugs, etc. shall be furnished by the contractor at
his own expense. All tests shall be made under the supervision
of the Engineer.
If the pipe fails to hold this pressure, the contractor shall locate
and correct all leaks or damaged pipe.
-� Conductivity tests shall be performed on all mains after they have
been pressure tested and are full of water at normal operating
pressure. A direct current of 350 amps at 30 volts shall be
passed through the line for 4 minutes„ Current flow shall be
measured continuously on a suitable ammeter and shall remain steady
without interruption or excessive fluctuation throughout the period.
At the end of the 4 minute period, the current shall be raised to
400 amps for 1 minute without fluctuation. Insufficient current
or wide fluctuations of ammeter needle shall be evidence of defec-
tive conductivity which shall be isolated, corrected and retested.
Acceptable equipment for the test shall be arc welding machines
1 with adequate sized cables to carry the test current without voltage
drop or overheating. Conductivity tests shall be carried out in
the presence of the Engineer or his duly authorized agent. Caution
shall be exercised at all times when working with electrical equip-
ment and wires during the conductivity test.
205-9 STERILIZING MAIN: The contractor shall furnish all equip-
ment, labor and accessories in accordance with the requirements of
the State Health Department.
J
205-4
205-10 SERVICES: The contractor shall install all individual
l house servicesasdirected by the Engineer. The service shall
I include a corporation cock, a curb box and stop and sufficient
copper pipe to connect the curb stop at the property line with
the watermain.
205-11 METHOD OF MEASUREMENT: The Engineer will measure the
number of linear feet of each size of watermain laid. No deduct
will be made for the linear feet of fittings.
i 205-12 BASIS OF PAYMENT: Unless otherwise stated in the detailed
J specifications or proposal, the contract price per linear foot for
the various sizes and types of watermain shall be full compensation
for furnishing all materials, equipment, tools and labor, including
disposal of surplus excavated material necessary to construct the
watermain and place the backfill, in accordance with the plans and
these specifications. The contract unit price per linear foot also
includes connecting the existing watermain. No extra compensation
will be allowed for over -depth, rock excavation, or tamping back-
fill, or clearing and grubbing. Fittings will be paid at the
contract unit price per pound, not including weight of joint
accessories.
205--5
STATE OF MINNESOTA
CITY OF MOUND
P R O P O S A L
State Project No. S.A.P. 145-101-04.
Class of Work: Grading, Clearing and Grubbing, Gravel Base;
Bituminous Surface, Curb and. Gutter, Sidewalk,
Storm Sewer and Tree Planting.
Proposal of
(Address)
To furnish and deliver all materials and to perform all work,
in accordance with the Contract, the Plans, the Specifications,
and the approved DEPARTMENT OF HIGHWAY SPECIFICATIONS, DATED
JANUARY 1, 1972, on file in the office of the Commissioner of
Highways, except as specifically stated otherwise in the "Special
Provisions" attached hereto for the improvement of a certain section
of Municipal State -Aid Streets No. 10 which proposals will be
received until 10:00 A.M., Monday,
_-1 The work on 145-101-04 being located between Clyde Road and Brighton
1 Boulevard on Tuxedo Road, Station 0+00 to 30+68 being approximately
-� .58 miles in length.
To the City Council of Mound, Minnesota
Sirs: In accordance with the advertisement of the City
of Mound inviting proposals for the improvement of the sections
of highway hereinbefore named, and in conformity with the Contract,
`�. Plans, Specifications and Special Provisions pertaining thereto,
all on file.in the office of the City Clerk.
(I) (We) hereby certify that (I) (we) (am) (are) the only
person (s) interested in this proposal as principle (s); that
this proposal is made and submitted without fraud or collusion
with any other person, firm or corporation whatsoever, that an
examination has been made of the site of the work and the
Contract form, together with the Plans, Specifications, and
Special Provisions of the Improvement.
P 1
(I) (We) understand that the Quantities of work shown
herein are approximate only and are subject to increase or
decrease; that all quantities of work, whether increased or
decreased within the limits specified in 1903 of the
Specifications, are to be performed at the unit prices shown
S on the attached schedule and that, at the time of opening
S bids, totals only will be read, but the comparisons of bids
will be based on the correct summation of item totals obtained
from the unit prices bid, as provided in 1903 of the
Specifications.
(I). (We) propose to furnish all necessary machinery,
equipment, tools, labor and other means of construction
and to furnish all materials specified, in the manner and at
the time prescribed, all in accordance with the terms of the
Contract and the Plans, Specifications, and Special Provisions
forming a part thereof. .
(I) (We) further propose to do all Extra Work which may
be required to complete the contemplated improvement, at unit
prices or lump sums to be agreed upon in writing prior to starting
such work, or if such pricesor sums cannot be agreed upon; to
perform such work on a "Force Account" basis. All as provided
in 1904 of the Specifications.
(I) (We) further propose to execute the form of contract
within 10 days after receiving written notice of the award,
as provided in 1306 of the Specifications.
J (I) (We) further propose to furnish a Contract Bond in the
J amount of the Contract, as security for the construction and
completion of the improvement in accordance with the Plans,
Specifications and Special Provisions, as provided in 1305 of
the Specifications.
(I) (We) further propose to perform all work in accordance
with the Plans, Specifications and Special Provisions and in a
good and workman like manner,,and to renew and repair any work
`�. which may be rejected due to defective materials or workmanship,
prior to final completion and acceptance of the project by the
City of Mound.
(I) (We) agree to all the provisions of Chapter 181-59
Minnesota Laws of 1961.
(I) (We) further propose to begin work and to prosecute
and complete the same in accordance with the time schedule set
forth in the Special Provisions of the Improvement.
f
P--2
1
1
1
SPEC OR
ITEM NO.
DESCRIPTION
ESTIMATED
QUANTITY
UNIT
PRICE
TOTAL
202.501
Mobilization
LUMP
SUM
$
2101.511
Clear & Grub Roadway
LUMP
SUM
$
-�
2103.501
Remove Buildings
LUMP
SUM
$
•�
2104.501
Remove Culvert Pipe
290
L.F.
$
/LF
$
2104.501
Remove 18" RCP Storm.Sewer 85
L.F.
$
/LF
$
2104.501
Remove Concrete Curb &
66
L.F.
$
/LF
$
Gutter
2104.505
Remove Concrete Pavement 40
S.Y.
$
/SY
$
2104.509
Remove 1000 Gallon Under-
2
EACH
$
/EA
$
ground Fuel Tanks
2104.509
Remove Manholes or Catch
2
EACH
$
/EA
$
Basins
J2105.501
Common Excavation
18,495
C.Y.
$
/CY
$
2105.535
Salvaged Topsoil
1,280
C.Y.
$
/CY
$
2111.501
Test Rolling
31 RD.STA.
$
/RS
$
J2112.501
Subgrade Preparation
31 RD.STA.
$
/RS
$
2130.501
Water
1000(M)GAL
$
/GA
$
2211.501
Aggregate Base Class 2
75
TON
$
/TN
$
2211.501
Aggregate Base Class 3
2,705
TON
$
/TN_
$
-�
2211.501
Aggregate Base Class 5
4,275
TON
$
/TN
$
2301.501
Concrete Pavement
40
S.Y.
$
/SY
$
2331.504
Bituminous Material For
136
TON
$
/TN
$
Mixture
J2331.514
Base Course Mixture
3,020
TON
$
/TN
$
.
2341.504
Bituminous Material For
93
TON
$
/TN
$
J
Mixture '
2341.508
Wearing Course Mixture
1,685
TON
$
/TN
$
P-3
SPEC OR
ESTIMATED
ITEM NO.
DESCRIPTION
QUANTITY
UNIT
PRICE
TOTAL
2357.502
Bituminous Material
For 575 GAL
$
/GA
$
Tack Coat
2358.501
Bituminous Material
For 3516 GAL
$
/GA
$
Prime Coat
2411.505
Concrete Structure,
1 EACH
$
/EA
$
Reinforced Concrete
Surge Basin
-
2503.511
12" RCP Storm Sewer
135 L.F.
$
/LF
$
Class III
2503.511
15" RCP Storm Sewer
156 L.F.
$
/LF
$
Class III
2503.511
18" RCP Storm Sewer
760 L.F.
$
/LF
$
Class III
2503.511
21" RCP Storm Sewer.
47 L.F.
$
/LF
$
Class III
2503.511
24" RCP Storm Sewer
570 L.F.
$
/LF
$
Class III
2503.511
27" RCP Storm Sewer
420 L.F.
$
/LF
$
Class IV
2503.511
30" RCP Storm Sewer.
137 L.F.
$
/LF
$
Class III
2503.573
Furnish & Install 18"
1 EACH
$
/EA
$
RCP Concrete Apron
W/Trash Guard
2503.573
Furnish & Install 30"
1 EACH
$
/EA
$
RCP Concrete Apron
W/Trash Guard
2506.506
Construct Manholes
31.3 L.F.
$
/LF
$
Design F
2506.506
Construct Manholes or
59.49 L.F.
$
/LF
$
Catch Basins Design
Spec 48" Dia.
2506.506
Construct Manholes or
5.33 L.F.
$
/LF
$
Catch Basins Design
Spec 72" Dia.
P-4
SPEC OR
ESTIMATED
ITEM NO.
DESCRIPTION
QUANTITY
UNIT
PRICE
TOTAL
2506.507
Construct Catch Basins
15.56
L.F.
$
/LF
$
Design H
2506.516
Casting Assemblies A & C
7
EACH
$
/EA
$
2506.516
Casting Assemblies B
14
EACH
$
/EA
$
2506.521
Install Castings
21
EACH
$
/EA
$
2511.502
Hand Placed Rip Rap Class A
15
C.Y.
$
/CY
$
2511.504
Filter Blanket, Type 1
7
C.Y.
$
/CY
$
2521.501
4" Concrete Walk
13,050
S.F.
$.
/SF
$
2531.501
Concrete Curb & Gutter,
6,168
L.F.
$
/LF
$
Design B618
2531.507
6" Concrete Driveway Pavement
165
S.Y.
$
/SY
$
2571.502
Furnish & Plant Shade Trees
75
TREE$
/TR
$
Hard Maple, 2" to 2-1/2" Dia.
2571.502
Furnish & Plant Shade Trees
60
TREE
$
/TR
$
Seedless Ash, 2" to 2-1/2" Dia.
2571.502
Furnish & Plant Shade Trees,
60
TREE
$
/TR
$
Hackberry, 2" to 2-1/2" Dia.
2575.501
Roadside Seeding
1.75
ACRE
$
/AC
$
2575.502
Seed Mixture 5
90
LBS
$
/LB
$
2575.505
Sodding
6,1.85
S.Y.
$
/SY
$
2575.511
Mulch Material, Type 1
3.5
TON
$
/TN
$
2575.521
Jute Fabric
1,500
S.Y.
$
/SY
$
2575.551
Topsoil Borrow
400
C.Y.
$
/CY
$
Spec Provision
Dry Rubble Masonry Walls
1,250
S.F.
$
/SF,
$
Spec Provision
Adjust Gate Valves
14
EACH
$
/EA
Spec Provision
Lower Watermain
230
L.F.
$
/LF
$
Spec Provision
Insulate Watermain
30
L.F.
$
/LF
$
Spec Provision
Extend Water Service
215
L.F.
$
/LF
$
P-5
i
1
SPEC
ITEM
OR
NO.
DESCRIPTION
ESTIMATED
QUANTITY
UNIT
PRICE
TOTAL
Spec
Provision
Lower Water Service
115
L.F.
$
/LF
$
Spec
Provision
Furnish & Install Curb
Stop
33
EACH
$
/EA
$
& Box
Spec
Provision
Adjust Curb Box
52
EACH
$
/EA
$
Spec
Provision
Lower Sanitary Sewer Main
210
L.F.
$
/LF
$
Spec
Provision
Lower Sewer Service
140
L.F.
$
/LF
$
Spec
Provision
Insulate Sewer Service
105
L.F.
$
/LF
$
Spec
Provision
Extend Sewer Service
260
L.F.
$
/LF
$
Spec
Provision
Furnish & Install Sign
Posts
13
EACH
$
/EA
$
Spec
Provision
Furnish & Install R2-1
Signs
4
EACH
$
/EA
$
Spec
Provision
Furnish & Install R7-1
Signs
8
EACH
$
/EA
$
Spec
Provision
Furnish & Install W5-1
Signs
1
EACH
$
/EA
$
Spec
Provision
Field Office
LUMP
SUM
$
Spec
Provision
Construct Outside Drop
Section
1
EACH
$
/EA
$
Spec
Provision
Furnish & Install 8 x 6
Wye
3
EACH
$
/EA
$
Spec
Provision
Furnish & Install Corporation
3
EACH
$
/EA
$
ll
Cock
Spec
Provision
Insulate Water Service
35
L.F.
$
/LF
$
11
_1
Spec
Provision
Relocate Gate Valve
1
EACH
$
/EA
$
Spec
Provision
Adjust Hydrant
1
EACH
$
/EA
$
-�
Spec
Provision
Relocate Hydrant & Gate
Valve
3
EACH
$
/EA
$
Spec
Provision
Adjust Manholes
12
EACH
$
/EA
$
JSpec
Provision
Reconstruct Manholes
6
EACH
$
/EA
$
TOTAL BID
. . . . . . . . . . . .
. . .
. . .
. . .
.$.
P-6
PROPOSAL GUARANTY required by 1208 of the specifications:
A (certified check) (bond) prepared as required by 1208
of the specifications and payable to the City Clerk in an
amount equal tout least 5% of the total amount bid as computed
in accordance with 1301 of the specifications is submitted
herewith as a proposal guaranty.
It is agreed by the undersigned that this proposal guaranty
will be forfeited as provided in 1307 of the specifications in
the event this proposal is accepted and the prescribed 'non-
collusion affidavit' (as described in 1302 of the specifications),
the contract, and the contract bond are not executed.
RECEIPT OF ADDENDA as required by 1210 of the specifications:
The undersigned hereby acknowledge receipt of Addendum
No. Dated , Addendum No. Dated
' Signed:
EXECUTION OF PROPOSAL as required by 1206 of the specifications:
This proposal dated the day of 1977.
Signed: P.O. Address
as an Individual.
Signed: P.O. Address
l an individual doing business under the name and style of
Signed: For A Partnership
Name Address
Name Address
IName Address
Name Address
Signed for A Corporation
Incorporated under the laws of the State of
Name of President Business Address
Name of Vice -President Business Address
Name of Secretary Business Address
Name of Treasurer Business Address
Note: Signatures shall comply with 1206 of the specifications.
MM
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CITY OF Y01UND
Nound, Minnesota.
April 21, 1977
CC"QNCil, MEMMLU i ANO. 77-115
To: The Honorable mor and City Council
PROM- The City Yainger
SUBWS 911 Emergency Reporting System
The Legislature is considering legislation to finance the proposed 911
Emergency Reporting System.
The Hennepin County Committee or 911 is supporting legislation tint will
finance 911 from the gross earnings tar or from other State funds. The
Hennepin County group is opposing placing this added cost on the property
tax or financing it out of regular City revenues.
Attached is a proposed resolution that many communities have passed sup-
porting the legielatione it is recommended that the Mound Council adopt
the resolution.
,
Don Omodt, Sheriff
6 Courthouse, Minneapolis, Minnesota 55415
H2NN@PIN COUNTY
Mr. Leonard Kopp
City Manager, Mound
5341 Maywood Road
Mound, Minnesota 55364
Dear Mr. Kopp:
April 20th, 1977
Attached is the sample resolution endorsing a proposal to recommend
state-wide financing of a 911 Emergency Communications system. The Sheriff
firmly believes that the financing of such a basic system should be the respon-
sibility of the state and not of local governments. As you will note, the
resolution provides that the Legislature look to the telephone company gross
earnings tax as a source of revenue to finance the recurring costs of a basic
911 system. The gross earnings tax is a growth tax and would provide sufficient
sums to pay the estimated costs of the basic 911 system without burdening other
state funding programs. The gross earnings tax is particularly appropriate
because it relates directly to the use by citizens of telephone services and
the revenue the telephone companies receive for providing those services'.
Please feel free to contact me at 348-5341 if you have any questions or
desire additional information regarding this matter. Thank you.
DG: cja
Attachment
Very truly yours,
DON OMODT, SHERIFF
BY: Da4ur
Law Clerk
Hennepin County is an Affirmative Action Employer
c
WHEREAS, the 911 emergency telephone system has been under study in the
State of Minnesota for several years; and
WHEREAS, planning of a 911 emergency telephone system for the entire
seven -county metropolitan area has recently been accomplished; and
WHEREAS, a Metropolitan Inter -County Ad 11oc Committee on 911 financing
has prepared a proposal for the financing of 911 telephone systems on a
State-wide basis; and
WHEREAS, the Hennepin Emergency Communication Organization (RECO),
which has been developed to coordinate emergency communication planning,
has demonstrated support for this plan by unanimously adopting it and
encouraging all units of government in Hennepin County to endorse these
same recommendations; and
WHEREAS, legislation mandating the adoption of 911 on a State-wide basis
has been introduced into the last two sessions of the Mimiesota Legislature;
and
WHEREAS, it is anticipated that this issue will again be under consider-
ation in the present session of the Minnesota Legislature; and
WHEREAS, it is anticipated that capital costs for the equipment necessary
to implement the 911 system will be financed with federal and/or state grants;
NOW, THEREFORE, BE IT RESOLVED THAT THF4f-«
Ge��-s endorses the "Statement of Policy: 911 Telephone System
Financing" recommendation which encourages the Minnesota State Legislature
to look on the telephone company gross earnings tax as a source -of revenue
for the 'recurring costs of a basic 911 system./
-. VGs-.L,�...•t.-c,a.0 l',t.(.4� O/'Lt�.-rc,�.,7
BE IT FURTHER RESOLVED THAT THE n od f Cpm skcmers
supports the other recommendations in the report; and
BE IT FURTHER RESOLVED that copies Lf„this Ru ip be orwNded to
the legislative representatives of the l r- o --Gomm'-G^ s
in the Minnesota State Legislature, to the 911 Coordinator of the
Metropolitan Council, and to Sheriff Donald Omodt, President of the Hennepin
Emergency Communication Organization.
41
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