HomeMy WebLinkAbout72-83 RESOLUTIONRESOLUT7om-u5.
7014.3-
A RESOLUTION AUTHORIZING THE MAYOR AND CITY CLERK
TO EXECUTE A CONTRACT WITH BRAUN EXCAVATING COMPANY
FOR THE REHABILITATION OF PORTIONS OF THE CITY'S
SEWER SYSTEM AT A TOTAL CONTRACT PRICE OF�198,428.60.
BE IT RESOLVED BY THE BOARD OF DIRECTORS OF THE CITY OF
FAYETTEVILLE, ARKANSAS:
That the Mayor and City Clerk are hereby authorized and
directed to execute a contract with Braun Excavating Company
for the rehabilitation of portions of the City's sewer system
at a total contract .price of $198,428.60. A copy of the
contract authorized for execution hereby is attached hereto,
marked Exhibit "A" and made a part hereof.
PASSED AND APPROVED this 7 " day of
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Actin g`....;;C ty,. Clerk
ter..
APPROVED:
Mayor
, 1983.
Change Order No. 4
SANITARY SEWER SYSTEM REHABILITATION
AND RECONSTRUCTION
Minisystems 2, 4, 7, 8, 11 and 16
City of Fayetteville, Arkansas
Plans No. Fy-116
Dated April, 1983
/�J L -V' �
The contract/dated June 29, 1983, between the City of Fayetteville,
Arkansas, and Braun Excavating Company of Seymour, Missouri, is hereby
changed as follows:
1. Line Segments 2-7 and 2-8 shall be sliplined in accordance with the
specifications below, instead of being replaced as originally shown on
the plans. Payment for sliplining will be made at the unit price set
forth under new item No. 29 of this change order.
The sewer liner pipe shall be polyethylene and shall be
Type III C5P34 in conformance to ASTM D-1248, and shall
have recommended designation values of 3-3-5-4-3-3-C as
referenced in ASTM D-3350.
The liner outside diameter shall be 6.625 inches and
shall have a minimum wall thickness of 0.204 inch. The
pipe shall be installed in accordance with the National
Association of Sewer Service Companies Recommended
Specifications for Sewer Collection System
Rehabilitation, Section XI - Slip -Lining of Sewers.
At the junction of the manhole and liner, the annular
space between the polyethylene liner and existing sewer
line shall be filled with a quick settling, non -shrink
grout mixture. This fill shall extend 12 inches into the
annular space.
The Contractor shall be responsible for locating and
reconnecting all service lines on the segments to be
sliplined.
During insertion,if the liner is refused and a complete
liner from existing manhole to existing manhole cannot be
obtained, there will be no payment made under this item.
Otherwise, payment will be made per linear foot of liner
installed, and shall include all bypass pumping, removal
of line obstructions, insertion pit excavation, pipe
joining, insertion of the liner and sealing the
polyethylene pipe in the manhole.
2. The contract shall be extended sixty (60) calendar days, changing the
date of completion of construction to December 31, 1983.
3. Change estimated quantities for Bid Items No. 3, 22 and 29 as follows:
Bid
Item
No.
3. DEDUCT
22. DEDUCT
29. ADD
612 L.F. 8" ABS Composite Pipe Sewer
@ $13.81/L.F. $( 8,451.72)
205 S.Y. Topsoiling, Fertilizing, Seeding
and Mulching @ $1.80/S.Y. ( 369.00)
612 L.F. 6" Sliplining @ $16.00/L.F. 9,792.00
Net Addition, This Change Order $ 971.28
Total Contract Price, Including Change Orders No. 1, 2,
3 and 4 $204,016.99
All other provisions of the contract remain in force.
Approved this
day of , 19
ENGINEER: McGoodwin, Williams and Yates, Inc.
rc�c�
i L./iic aids, Project Manager
CONTRACTOR:
Braun Excavating Company, Inc.
' 'e
Braun, President
APPROVED: City of Fayetteville, Arkansas
Donald R. Bunn, C ti y ngin
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MICROFILMED
Change Order No. 5
(Reconciliation Change Order)
SANITARY SEWER SYSTEM REHABILITATION
AND RECONSTRUCTION
Minisystems 2, 4, 7, 8, ll and 16
City of Fayetteville, Arkansas
Plans No. Fy-116
Dated April, 1983
This change order reconciles the difference between the quantities set out in the
contract and the work done during construction. The following items are hereby
changed.
Contract Amount as shown on Change Order No. 4 $204,016.99
Deduct $350.00 for error of unit times price extension
on Bid Item No. 19 on Change Order No. 3 -350.00
Total Contract Price, Change Orders 1 through 4 $203,666.99
Bid
Item Quantity* Description Deduct Add
1. 2,800 DEDUCT 230 L.F. 6" VCP Sewer @ $10.52 $ 2,419.60 $
2. 237 ADD 411 L.F. 6" DIP Sewer @ $21.58 8,869.38
588 DEDUCT 588 L.F. 8" ABS Truss Pipe Sewer
@ $13.81 8,120.28
4. 700 DEDUCT 76 L.F. 8" DIP Sewer @ $22.00 1,672.00
5. 200 DEDUCT 62 L.F. 10" ABS Truss Pipe Sewer
@ $16.20 1,004.40
6. 700 ADD 235 L.F. Extra Depth Trench
(6-8') @ $0.80 .188.00
7. 200 ADD 25 L.F. Extra Depth Trench
(8-10') @ $2.00 50.00
8. 175 DEDUCT 25 L.F. Extra Depth Trench
(10-12') @ $6.50 162.50
*Quantities as set out in Proposal and Change Orders No. 1 through 4.
r.
Bid
Item Quantity*' Description Deduct Add
9. 275 DEDUCT 275 L.F. Extra Depth Trench
(over 12') @ $10.80 $ 2,970.00
11. 9 DEDUCT 2 Each Main Line Tap Repairs
@ $394.00 788.00
12. 22 DEDUCT 3 Each MH Adjustment/Grouting
@ $232.00 696.00
13. 46 DEDUCT 2 Each MH Patching/Filling
Cracks @ $600.00 1,200.00
14. DEDUCT 1 Each MH/Sewer Line Repair
@ $390.00 390.00
15. 55 DEDUCT 1 Each Raising Manholes
@ $238.00 238.00
16. 1 DEDUCT 1 Each Raise MH and Plug
Lid'@ $280.00 280.00
17. 1 DEDUCT 1 Each Manhole Replacement
@ $2,080.00 2,080.00
18. 1,515 DEDUCT 263.07 Tons SB -2 @ $9.00 2,367.63
19. 672 DEDUCT 313.70 S.Y. Hot -Mix Asphalt
@ $27.00 8,469.90
20. 75 DEDUCT 13 S.Y. Nonreinforced
Concrete Drive @ $15.00 195.00
21. 30 DEDUCT 13.5•C.Y. Concrete Pipe
Encasement @ $100.00 1,350.00
22. 1,880 DEDUCT 93.62 S.Y. Topsoiling, Fertili-
zing, Seeding @ $1.80 168.52
23. 2 ADD 2 Each Abandonment of Tap
,Repair @ $260.00 520.00
24. 72 DEDUCT 8 Each Sewer Service
Connections @ $248.00 1,984.00
25. 2 ADD 1 Each Manhole @ $700.00 700.00
26. 90 DEDUCT 37 S.Y. Native Stone Riprap
@ $13.50 499.50
*Quantities as set out in Proposal and Change Orders No. 1 through 4.
Bid
Item Quantity* Description Deduct Add
27. 500 DEDUCT 83.22 S.Y. Reinforced Concrete
Repair @ $21.25 $ 1,768.43 $
29. .612 ADD 14 L.F. Sliplining @ $16.00 224.00
Total Decrease $38,823.76
Total Increase
Contract Price (Change Orders No. 1. through 4)
Net Deduction, This Change Order
$10,551.38
$203,666.99
28,272.38
Adjusted Total Contract Price,
Including Change Orders No. 1, 2, 3, 4 and 5 $175,394.61
*Quantities as set out in Proposal and Change Orders No. 1 through 4.
All other provisions of the contract remain in force.
Approved this
day of , 1984.
ENGINEER: McGoodwin, Williams and Yates, Inc.
e L %Richards, Proj42
ect Manager
CONTRACTOR: Braun Excavating Company, Inc.
(kart/
rid Braun, President
APPROVED. City of Fayetteville, Arkansas
Donald R. Bunn, City Engineer
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SPECIFICATIONS
CONTRACT -
FAY ETTEVILLE
SANITARY SEWER SYSTEM REHABILITATION
1 �'-_ AND.- RECONSTRUCTION
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MINI -SYSTEMS 2, 4, 7, 8, 11, AND =16
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OR -„THE
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-FAYET TEVI LLE
an -
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.ITY5OF. T . s
ARKANSAS
PLANS NO. FY -116
APRIL, 1983 -
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- •McGOODWIN,. WILLIAMS, AND YATES, INC.
CONSULTING ENGINEERS_
. FAYETTEVILLE;` ARKANSAS
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INSURANCE
TYPE
EXPIRES RENEWED TO
GENERAL LIABILITY 7/1/84
AUTO LIABILITY 7/1/84
EXCESS LIABILITY 7/1/84
WORKERS' COMPENSATION 7/1/84
INSTALLATION FLOATER 7/1/84
OWNERS AND CONTRACTORS
4bO'AD
PROTECTIVE
CHANGEtORDERS
4...
NO; AMOUNT (+ OR -) ADJUSTED CONTRACT AMOUNT
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ADJUSTED
COMPLETION
DATE
SPECIFICATIONS
SANITARY SEWER SYSTEM REHABILITATION
AND RECONSTRUCTION
MINI -SYSTEMS 2,4, 7, 8, 11, AND 16
FOR THE CITY OF
FAYETTEVILLE ARKANSAS
PLANS NO. FY -116
APRIL, 1983
McGOODWIN,WILLIAMS, AND YATES, INC.
CONSULTING ENGINEERS
FAYETTEVILLE, ARKANSAS
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Advertisement for Bids
Instructions to Bidders
Wage Rates
Proposal
Contract
TABLE OF CONTENTS
Performance Bond
Payment Bond
Section 009
Section 010-A
B
C
D
E
F
G
H
I
J
K
L
M
N
Section 011.
Section 040
Section 050
Section 090
Section 095
Section 099
Section 100
General Conditions
Scope of the Work
Completion Date and Liquidated Damages
Sequence of the Work
Special Provisions of the Contract
Safety and Health Regulations
Quality of the Plans
Elevation Data
Lands and Rights of Way
Protecting and Replacing Utility Services
Traffic Control
Open Specifications
Notice to Proceed
Payment for Extra Work
Continuing Responsibility of Contractor
General
Clearing Rights of Way, Cutting
and Repairing Fences
Storage and Handling of Materials
Bypass Pumping
Surface Removal
Replacement of Line Segments
Vitrified Clay Sewer Pipe and Vitrified Clay
Sewer Pipe Fittings
A General
B Materials
C Vitrified Clay Pipe Sewer Line Construction
Page No.
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Page No.
Section 110 Ductile Iron Sewer Pipe and Ductile Iron
Sewer Pipe Fittings
A General 110-1
B Materials 110-1
C Ductile Iron Pipe Sewer Line Construction 110-2
Section 140 Acrylonitrile -Butadiene -Styrene (ABS)
Section 145
Composite Sewer Pipe
A General 140-1
B Materials 140-1
C ABS Composite Pipe Sewer Line Construction 140-2
Manhole Rehabilitation
A General 145-1
B Classification of Manhole Rehabilitation 145-1
C Materials 145-1
D Construction 145-3
Section 146 Placing Pipe Protection Cover and Backfill
A General 146-1
B Materials 146-1
C Construction 146-1
Section 150 Cast -In -Place Manholes
A General 150-1
B Materials 150-1
C Manhole Construction 150-1
Section 160 Classification of Excavated Materials 160-1
Section 180 Mandrel Test 180-1
Section 190 Low Pressure Air Testing for Sewer Lines 190-1
Section 300 Street Overlay, Driving Surface, Sidewalk,
and Curb and Gutter
A General 300-1
B Materials 300-1
C Materials and Construction 300-1
D Construction 300-2
Section 500 Point Repairs
A General 500-1
B Classification of Point Repairs 500-1
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Page No.
C Materials 500-1
D Construction 500-1
Section 800 Concrete 800-1
Section 810 Reinforcing Steel 810-1
Section 900 Pipeline Cleanup 900-1
Section 995 Final Inspection 995-1
Section 1000 Methods of Measurement and Payment 1000-1
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ADVERTISEMENT FOR BIDS
Notice is hereby given that, pursuant to an order of the City Board of
Directors of the City of Fayetteville, Arkansas, sealed bids will be
received at the office of McGoodwin, Williams and Yates, Consulting
Engineers, until 10:00 a.m. on the 26th day of May, 1983, for the furnishing
of all tools, materials and labor, and performing the necessary work in
performing Sanitary Sewer System Rehabilitation and Reconstruction,.
consisting of:
The plugging of sewer overflow lines, the construction
of approximately 8 main line .tap repairs, rehabilitation
of approximately 215 manholes, and the construction
and/or repair of asphaltic pavement, concrete curb and
gutter, and concrete sidewalk. Also included is the
replacement of approximately 5,125 linear feet of
6 inch, 8 inch and 10 inch sewer lines.
All necessary work, materials and every item of construction shall be in
accordance with the plans and specifications as approved by the City Board.
Said plans and specifications are on file in the office of the consulting
engineer, McGoodwin, Williams and Yates, Inc., Consulting Engineers,
909 Rolling Hills Drive, Fayetteville, Arkansas 72701. Copies of these
documents may be obtained from the office of said engineers upon the payment
of $50.00. Payments for plans and specifications are not refundable.
Contractors shall make such inspection and studies of the site of the work
as to familiarize themselveswith all conditions to be encountered.
Each bid must be accompanied by a certified or cashier's check-, or surety
bond, in the amount equal to five percent of the whole bid, said bond to be
issued by a surety company licensed to do business in the state of Arkansas.
In the event successful .bidder fails, neglects or refuses to enter into
contract for the construction of said work, and furnish the necessary bonds
within ten days from and after the date the award is made, said bid bond or
check shall be retained as liquidated damages.
Bids must be made upon the official proposal sheets contained in the
specifications, and such proposal sheets shall not be removed from the
remainder of the contract documents. All bids shall be sealed and the
envelopes addressed to McGoodwin, Williams and Yates, Inc., 909 Rolling
Hills Drive, Fayetteville, Arkansas 72701. All bids shall be plainly marked
on the outside of the envelope specifying that it is a proposal or bid for
Sanitary Sewer System Rehabilitation and Reconstruction, and the time for
opening of bids.
Bids will be opened and read aloud at the office of McGoodwin, Williams and
Yates, Inc., and considered at a scheduled meeting of the City Board.
All bidders must be licensed under the terms of Act 150 of the 1965 Acts of
the Arkansas Legislature.
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The City Board reserves the right to reject all bids and
informalities in the proposal. .The Board further reserves
award the contract to the lowest responsive, responsible
Board further reserves the right to withhold the awarding of
for a period not to exceed sixty days after receipt of bids.
Dated this 6th day of May, 1983.
to waive any
the right to
bidder. The
the contract
/s/ Sturman Mackey
Sturman Mackey, Purchasing Agent
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,INSTRUCTIONS TO BIDDERS
1. EXAMINATION OF SITE AND DOCUMENTS. Bidders are advised that the plans,
profiles, specifications and estimates of the Engineer on file in the office
of the official as set out 'in the Notice to Contractors shall constitute all
of the information which the Owner shall furnish. No other information
given, or soundings made by the Owner or any official thereof, prior to the
execution of said contract, shall ever become a part of, or change the
contract, plans, profiles,specifications and estimates, or be binding on
the Owner. Prior to submitting any bid, bidders are required to read
carefully the specifications, contract and bonds, to examine carefully all
plans, profiles, and estimates, to visit the site of the work to examine
carefully local conditions, to inform themselves by their independent
research and sounding of the difficulties to be encountered, and to judge
for themselves of the accessibility of the work and the quantities and
character of the materials to be encountered, and all attending
circumstances affecting the cost of doing the work and the time specified
for its completion; and to obtain all information required to make an
intelligent bid.
Bidders shall rely exclusively upon their surveys, estimates,
investigations, soundings and other things which are necessary for full and
complete information upon which the bid may be made and for which a contract
is to be awarded. The Proposal, providing for unit and lump sum prices bid
by the Contractor, contains a statement that all bids are made with the full
knowledge of the difficulties and conditions that may be encountered, the
kinds, quality and quantity of the plans, work to be done, excavation, and
materials required and withfull knowledge of the plans, profiles,
specifications and estimates and all provisions of the contract and bonds.
The submission of a bid shall constitute the acceptance of these provisions.
2. APPROXIMATE ESTIMATE OF QUANTITIES. The Engineer's estimate of
quantities, approved by the Owner and on file in the office of the official
as set out in the Notice to Contractors, is approximate only, and shall be
the basis for receiving unit price bids for each item, but shall not be
considered by the bidders as the actual quantities that may be required for
the completion of the proposed work. Such quantities, however, at the unit
and lump sum .prices bid for each item, shall determine the amount of each
bid for comparison of bids and aid in determining the lowest and best bidder
for the purpose of awarding the contract, and will be used as a basis for
fixing the amount of the required bonds.
3. BIDS AND BIDDING FORMS. A copy of the plans, profiles, specifications,
Engineer's estimate and bidding forms may be obtained as provided in the
Advertisement for Bids.
All papers bound with or attached to the Proposal forms are necessary parts
thereof and must not be detached.
Bids must be made out in ink on bidding
specifications. Bids shall be sealed and
in the advertisement, and the title of
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forms included as part of these
addressed to the Owner, as given
the project, the name of the
Instructions to Bidders
2-1
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contractor submitting the bid and the time and date for receipt of bids
written on the envelope.
No bidder shall divulge the information in the sealed bid to any person
whomsoever, except those having a partnership or other financial interest
with him in the bid, until after the sealed bids have been opened.
Bids which are incomplete, unbalanced, conditional, or obscure, or which
contain additions not called for, erasures, alterations or irregularities of
any kind, or which do not comply with the Instructions to Bidders may be
rejected as informal at the option of the Owner. However, the Owner
reserves the right to waive technicalities as to changes, alterations or
revisions and to make the award in the best interest of the Owner.
4. UNIT PRICES AND FILLING IN BIDDING FORMS. Bidders must state a unit
price for each item or work named in the Engineer's estimate of quantities
or work to be done. Unit prices shall include amounts sufficient for the
furnishing of all labor, materials, tools, equipment and apparatus of every
description, to construct, erect, and finish completely all of the work as
called for in the specifications or shown in the plans. Unit prices bid and
totals shown in the proposal shall not include any of the costs of
engineering, advertising, appraising, or printing.
The price bid for each item must be stated in figures and in words in the
appropriate blank spaces provided on the bidding forms. The figures must be
clear and distinctly legible so that no question can arise as to their
intent and meaning. In case of a difference in the written words and
figures in a Proposal, the amount stated in the written words shall govern.
5. PRICES BID TO BEAR RELATIONSHIP TO COST OF WORK. Prices bid on the
various items in the Proposal shall bear a fair relationship to the cost of
the work to be done. Bids which appear unbalanced and deemed not to be in
the best interest of the Owner may be rejected at the discretion of the
Owner
6. SIGNATURE ON BIDS. If the bid is made by an individual, his firm name
must be given, and the Proposal signed by him or his duly authorized agent.
If the bid is made by a partnership, the firm name and the names of each
member must be given, and the bid signed by a member of the partnership, or
a person duly authorized. If the bid is made by a company or corporation,
the company or corporate name must be given, and the bid signed by an
officer or agent duly authorized.
Powers of attorney, properly certified, for agents and others to sign bids
must be in writing and filed with the Owner.
7. BIDS OF SUBCONTRACTORS. The general contractor will be required to
furnish the names of subcontractors and the amounts of their subcontracts as
required by Act 183, Arkansas Acts of 1957. The subcontracts may be for
mechanical, electrical, roofing, and sheet metal work. Subcontract amounts
must be submitted on a separate list in a sealed envelope and must accompany
the bid Proposal. The subcontractor's name and license number shall appear
Instructions to Bidders
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on the outside of .the sealed envelope._x:‘Subcontractors must be licensed
according to the laws of the -State of. Arkansas. -t.
8. WITHDRAWAL OF BIDS.- Permission will not be granted to withdraw or
modify any bid after it has been filed. Requests for non -consideration of
bids must be made in writing, addressed to the governing body of the Owner;
and filed with the representative of the Owner designated to receive bids
before .the expiration of the time limit for opening of bids. After other
bids are opened and read, the bid for which withdrawal is requested will be
returned unopened.
9. COMPLIANCE WITH STATE LICENSING LAW. Contractors must be licensed in
accordance- with the requirements of Act 150, Arkansas Acts of 1965, the
"Arkansas State Licensing Law for Contractors." Bidders who submit
proposals in excess of $20,000 must submit evidence of their having a
contractor's licence before their bids will be considered, andshall note
their license number on the outside of their Proposal.
10. QUALIFICATIONS AND RESPONSIBILITY . OF BIDDERS. Each bidder, if
requested to do so by either .the Owner or the Engineer, shall furnish
satisfactory evidence of his competency to perform the work contemplated.
The Owner reserves the right to reject a bid if the bidder has not
submitted, upon request, a statement of his qualifications prior to the date
of the opening of bids.
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11. DISQUALIFICATION OF BIDDERS. Any one or more of the following causes
may be considered as sufficient for the disqualification of bidders and the
rejection of bids: -
More than one Proposal for the same work from an individual, firm,
partnership, or corporation under the same or different names.
Evidence of collusion among bidders. Participants in such
collusion may receive no recognition as bidders for any future
work. 1
Unbalanced proposals in which the prices for some items are out of
proportion to the prices for other items, or changes written in,
or amendments by letter. Failure to submit a unit price for each
item of work for which a bid price is required by the Proposal, or
failure to include all required contract documents.
Lack of competency as revealed by the financial statement,
experience, plant and equipment statements submitted Lack of
responsibility as shown by past work judged from the standpoint of
workmanship and progress.
A bid by an unlicensed contractor bidding under a licensed
contractor's name.
Uncomplete work which, in the judgment of the Owner, might hinder
or prevent the prompt completion of additional work if awarded.
Instructions to Bidders
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Being in arrears on existing contracts, in litigation with the
Owner, or having defaulted on a previous contract.
12. CONSIDERATION OF PROPOSALS. After the Proposals are opened and read,
the quantities will be extended and totaled in accordance with the bid
prices of the accepted Proposals, and the results of the prices will be made
public. Until the final award of the contract, the Owner reserves the right
to reject any or all Proposals, to waive technicalities, and to advertise
for new Proposals, or proceed to do the work otherwise when the best
interests of the Owner will be promoted thereby.
13. RIGHT TO REJECT BIDS. The owner reserves the right to reject any and
all bids. All bids are subject to this reservation, and the Owner reserves
to itself the right to decide which shall be deemed the lowest responsive
and responsible bid. Due consideration will be given to the reputation,
financial ability, experience and equipment of the bidder.
14. AWARDING OF CONTRACT. The Owner reserves the right to withhold the
awarding of a contract a reasonable period of time from the date of opening
of bids, said length of time not to exceed sixty (60) days except with the
consent of the bidder. The awarding of a contract upon a successful bid
shall give the bidder no right to action or claim against the Owner upon the
contract until the contract is reduced to writing and signed by the
contracting parties. The letting of a contract shall not be complete until
the contract is executed and the necessary bonds approved.
15. BIDDING CHECKS OR BONDS. Each bid must be accompanied by a certified
check, or a surety bond issued by a company licensed to do business in the
state of the Owner, in the sum of five percent (5%) of the amount of the
bid, made payable to the Owner as a guarantee that a contract will be
entered into and the required bonds furnished within the required time, in
the event a contract is awarded.
16. SEPARATE ENVELOPE FOR BID BOND OR CERTIFIED CHECK. If provided for in
the Advertisement for Bids, the bidder shall submit a bid bond or certified
check enclosed in a separate sealed envelope firmly attached to the outside
of the sealed bid envelope. At official bid opening, the envelope
containing the bid bond or certified check shall be opened first, and if the
documents are not found in order, the bid shall be returned unopened.
17. FORFEITURE OF BIDDING BOND. The person or persons, partnership,
company, firm or corporation to which the contract is awarded shall within
ten (10) days after such contract is awarded, execute and deliver the
contract and bonds as required; such bonds to be executed and approved (but
not dated) prior to the execution of the contract by the Owner. Any
applications for extension of time shall be made by the Contractor in
writing and signed by proper officials. The inclusion of this provision,
whereby extension of time in signing the contract and submission of bonds
may be granted, in no way obligates the Owner to act upon any application
unless it sees fit to do so.
Upon failure of the bidder to execute the contract and bonds within the
specified time after the award of the contract, he will be considered to
Instructions to Bidders
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1
1
1
1
1
1
1
1
•
have abandoned said bid, and the Owner may_ relet same. By reason of the
uncertainty of the marketprices of materials#and of damages and expenses
which the Owner might sustain by reason of said bidder's failure to execute
said bond and contract within the specified time, the bid bond or certified
check accompanying the bid shall be the agreed amount of damages which the
Owner will suffer by reason of such failure upon the part of the bidder, and
shall thereupon immediately be forfeited to the Owner. The filing of a bid
under these instructions shall be considered as acceptance of this
provision.
18. RETURN OF BIDDER'S CHECK OR BOND. Checks and bonds deposited with bids
will be returned to the bidders as soon as the contract is awarded, except
the bond or check of the successful bidder, which will be returned after the
contract is executed and the bonds approved. Unless the Owner has a good
reason to hold bidding bonds or checks, the bonds or checks of all except
the three low bidders will be returned as soon as the bids have been
considered.
19. SUBCONTRACTOR. The Contractor shall not assign or sublet all or any
part of this contract without the prior written approval of the Owner nor
shall the Contractor allow such subcontractor to commence work until he has
provided .and obtained approval of such compensation and public liability
insurance as may be required. The approval of each subcontract by the Owner
will in no manner release the Contractor from any of his obligations as set
out in the plans, specifications, contract and bonds.
20. MATERIAL GUARANTY. Before any contract is awarded the bidder may be
required to furnish a complete statementof the origin, composition, or
manufacture of ..any or all materials proposed to be used in the construction
of the work, together with samples, which may be subjected to the tests
provided for in these specifications to determine their quality and fitness
for the work.
21. FAMILIARITY WITH LAWS. The bidder is presumed to be familiar with all
federal, state and city laws, ordinances and regulations which in any manner
affect those engaged or employed in the work, or the materials or equipment
used, or in any way affecting the work, and shall in all respects comply
with said laws, ordinances and regulations. No claim of misunderstanding or
ignorance on the part of the Contractor will in any way serve to modify the
provisions of the contract. No representations shall be binding unless
embodied in the contract.
22. LABOR LAWS. The Contractor shall abide by all federal, state, and
local laws governing labor. The Contractor further agrees to save the Owner
harmless from the payment of any contribution under the State Unemployment
Compensation Act, and the Contractor agrees that if he is subject to the
Arkansas State Unemployment Act, he will make whatever contributions are
required under and by virtue of the provisions of said Act.
23. WAGES AND LABOR. Minimum wage rates shall be equal to basic rates as
established by common usage in the city and adjacent community for the
various types of labor and skills performed. In case wage rates are
specified in the contract documents, the rates as specified shall be the
Instructions to Bidders
2-5
minimum rates which apply to the project. Whenever available, local common
labor shall be used and whenever practical, skilled and semi -skilled labor,
if available, shall be used.
The Contractor and each subcontractor, where the contract amount exceeds
$75,000.00, shall comply with the provision of Act 74, as amended by Act 275
of 1969 (Ark. Stat. 14-630). The provisions are summarized below.
The Contractor and subcontractor shall:
(1) pay the minimum prevailing wage rates for each craft or type
of workman and the prevailing wage rate for holiday and
overtime work, as determined by the Arkansas Department of
Labor.
(2)
post
the
scale of
wages
in a prominent
and easily accessible
place
at
the site
of the
work.
(3) keep an accurate record showing the names and occupation and
hours worked of all workmen employed by them, and the actual
wages paid to each of the workmen, which record shall be open
at all reasonable hours to the inspection of the Department
of Labor or the Owner, its officers and agents.
The Owner shall have the right to withhold from amounts due the Contractor
so much of accrued payments as may be considered necessary to pay the
workmen employed by the Contractor or any subcontractor, the difference
between the rates of wages required by this contract and the rates of wages
received by such workmen.
If it is found that any workman employed by the Contractor or a
subcontractor has been or is being paid a rate of wages less than the rate
of wages required by this contract, the Owner may by written notice to the
Contractor, terminate his right to proceed with the work or such party of
the work as to which there has been a failure to pay the required wages and
to prosecute the work to completion by contract or otherwise, and the
Contractor and his sureties shall be liable for any excess costs occasioned
thereby.
24. WITHHOLDING STATE INCOME TAXES. The Contractor shall deduct and
withhold Arkansas income taxes, as required by Arkansas law, from wages paid
to employees, whether such employees are residents or nonresidents of
Arkansas.
25. ANTI -KICKBACK PROVISIONS (WHERE APPLICABLE). When provided for in the
specifications, the Contractor shall comply with the regulations of the
Secretary of Labor made pursuant to the Anti -Kickback Act of June 13, 1934,
40 U.S.C. 276(c), and any amendments or modifications made thereto and shall
see that such provisions are included in all subcontracts. A copy of such
provisions is included hereinafter in these specifications.
Instructions to Bidders
2-6
26. COMPLIANCE WITH EQUAL ;OPPORTUNITY PROVISIONS, NONSEGREGATED FACILITIES
REQUIREMENTS, AND MINORITY BUSINESS ENTERPRISE PARTICIPATION (WHERE
APPLICABLE). Where Federal funds are used to pay a portion of the cost of a
project, the prospective bidder will be required to comply with the
provisions of Title VI of the Civil Rights Act of 1964 and Executive Orders
11246 and 11375, and, where applicable, shall include such provisions in
subcontracts or purchase orders. Further, certain construction contracts
are subject to compliance with Minority Business Enterprise requirements.
Where provided for in the specifications the Contractor, as a part of his
bid, shall complete forms relative to compliance, or participation, with the
above.
27. COMPLIANCE WITH ACT
125, ARKANSAS ACTS OF
1965. The attention of
all
bidders is ailed to the
provisions of Act 125,
Arkansas Acts of 1965.
This
act provides for payment for certain taxes
on materials and equipment
brought into the state.
It. further provides for methods of collecting
said
taxes. All provisions
of this act will be
complied with under
this
contract.
28. INSURANCE. During the life of this contract, the successful bidder
shall carry insurance as hereinafter set out. Also, he shall require all of
his subcontractors to carry insurance as outlined below, in case they are
not protected by the policies carried by the prime Contractor.
Insurance companies underwriting the required insurance shall be licensed in
Arkansas. Licensed companies are listed in the State Insurance "Department's
Annual Report of the Insurance Commissioner.
' In Arkansas the prevailing law requires that insurance on public works
contracts be issued by and through a duly licensed agent resident in the
State of Arkansas. The mere countersigning by a resident agent is not
acceptable.
IInsurance is to be approved by the Owner. If any insurance contracted for
becomes unsatisfactory or unacceptable to the Owner after the acceptance and
' approval thereof, the Contractor shall promptly, upon being notified to that
effect, execute and furnish acceptable insurance in the amounts herein
specified. Upon presentation of acceptable insurance, the unsatisfactory
insurance may be canceled at the discretion of the Contractor.
The Contractor shall have his resident insurance agent submit to the Owner,
through the Engineer, a schedule of insurance policies proposed to be
' furnished, which shall be approved before certificates of insurance and/or
policies are issued. Once the Owner has concurred in the proposal of
insurance coverages, the Contractor shall then furnish to the Engineer, in
' the name of the Owner, certificates of insurance for the following.
1. Workmen's Compensation. Workmen's compensation, as required by the
laws of the state in which the work is to be done, shall be furnished.
I. In case any hazardous occupations are required for the execution of the
work which are not covered by the above insurance, special employer's
' Instructions to Bidders
2-7
liability policies shall be obtained to cover workmen engaged in such
hazardous occupations.
2. Contractors' Public Liability Insurance and
This insurance shall provide bodily injur
person and $3,000,000 for each accident;
$600,000 for each accident. This insurance
explosion, collapse and underground hazards,
Property Damage Insurance.
y of $1,500,000 for each
and property damage of
shall be endorsed to cover
and blasting.
3. Motor Vehicle Public Liability and Property Damage Insurance. This
policy shall provide bodily injury of $1,500,000 for each person and
$3,000,000 for each accident; and property damage of $600,000 for each
accident.
4. Owner's and Engineer's Contingent Protective Liability Insurance. The
Contractor shall indemnify and same harmless the Owner and Engineer
from and against all losses and claims, demands, payments, suits,
actions, recoveries and judgments of every nature and description
brought or recovered against them by reason of any omission or act of
the Contractor, his agent or employees in the execution of the work or
in the guarding of it. The Contractor shall obtain in the name of the
Owner and Engineer (either as co-insured or by endorsement), and shall
maintain and pay the premiums for such insurance in an amount not less
than $600,000 property damage and $1,500,000 bodily injury limits, and
with such provisions as will protect the Owner and Engineer from
contingent liability under this contract.
5. Builder's Risk Insurance. The Contractor shall procure and maintain
during the life of the contract builder's risk insurance (fire,
lightning, extended coverage, vandalism and malicious mischief) on the
insurable portion of the project on a 100 percent completed value
basis, against damage to the equipment, structure or material. The
Contractor, his subcontractors, and the Owner (as their interest may
appear) shall be named as the insured.
6. All -Risk Floater Insurance. Until the project is completed and is
accepted by the Owner, the Contractor is required to maintain an
all-risk installation floater policy.
The Contractor shall submit to the Owner written evidence of insurance
upon the entire work at the site to the full insurable value thereof
including the interests of the Owner, the Contractor, the
subcontractors, and any others with an insurable interest. The policy
shall insure against all risk of physical damage except as modified by
the contract documents and subject to the normal all-risk exclusions.
The policy by its own terms or by endorsement shall specifically permit
partial or beneficial occupancy prior to completion or acceptance of
the entire work.
7. Other Insurance. The Contractor is to protect the Owner against all
loss during the course of the contract. If, due to the nature of the
project, insurance coverage other than that specified above is needed
by the Contractor to protect the Owner against all losses, the
Instructions to Bidders
2-8
Y
Contractor is responsible for determining the type of insurance needed
and purchasing same.;
Each insurance certificate and/or policy shall contain a clause providing
that it shall not be canceled by the insurance company without fifteen (15)
days written notice to the Owner of intention to cancel. It shall be the
responsibility of the Contractor to maintain insurance as set out above, and
to furnish current certificates and/or policies.
29. PERFORMANCE BOND AND PAYMENT BOND. The Contractor shall furnish both a
surety performance bond and a payment bond, each equal to one hundred
percent (100%) of the contract price. The performance bond and the payment
bond shall be two totally separate bonds and shall bear two different bond
numbers.
The Contractor is to pay all expenses in connection with the obtaining of
said bonds. The bonds shall be conditioned that the Contractor shall
faithfully perform the contract, and shall pay all indebtedness for labor
and materials furnished or performed in the construction and installation of
such alterations and additions asprescribed in this contract.
The surety company issuing the bonds must be a solvent company on the
"Surety Companies Annual. List" issued by the U,. S. Department of the
Treasury, and the bonds are not to be issued in an amount greater than the
underwriting limitations for the surety company as set out therein.
I. Resident Agent Required. In Arkansas, prevailing law requires that
performance and payment bonds on public works contracts shall be executed by
a resident local agent who is licensed by the Insurance Commissioner to
I. represent the surety company executing said bonds, and filing with such
bonds his Power of Attorney as his authority. The mere countersigning of
the bonds will not be sufficient.
' The date of the bonds, and of the Power of Attorney, must not be prior to
the date of the contract. At least six copies of the bonds shall be
furnished, each with Power of Attorney attached.
' Bonds are to be approved by the Owner. If any bonds contracted for become
unsatisfactory or unacceptable to the Owner after the acceptance and
approval thereof, the Contractor, upon being notified to that effect, shall
' promptly execute and furnish acceptable bonds in the amounts herein
specified. Upon presentation of acceptable bonds, the unsatisfactory bonds
may be canceled at the discretion of the Contractor.
' Instructions to Bidders
2-9
• • w
ARKANSAS DEPARTMENT OF LABOR .
1022 HIGH STREET LITTLE ROCK 72202 (501) "' ' J1i 375-8442
May 10, 1983
Mr. Jeff Richards
McGoodwin, Williams & Yates Engineers
909 Rolling Hills Drive
Fayetteville, Arkansas 72701
Re: Fayetteville Sanitary Sewer System
Rehabilitation & Reconstruction
Washington County
Dear Mr. Richards:
Enclosed is Arkansas Prevailing Wage Determination 82-82 estab-
lishing the wages to be paid on the referenced project.
• These rates are adopted pursuant to Section 9(1) of Act 74 of 1969
as amended by Act 275 of 1969, and to Section 5(d) of the Rules Pertaining
to the Administration of the Arkansas Prevailing Wage Taw. In compliance
with Section 5 of the law, this scale of wages must be posted in a
"prcaninent and easily accessible place at the site of the Dark."
If you have any questions or we can be of further assistance,
please contact Becky Bryant at 375-8442, Extension 403.
BE:kj
Enclosures
Sincerely,
%�Jn.CC 7 GGtt i
Bill Everett 64
Director
4-1
IL
Page 1 of 3 ARKANSAS DEPARTMENT OF LABOR
PREVAILING WAGE DETERMINATION -HEAVY CONSTRUCTION
DATE: May 10, 1983 DETERMINATION ti 82-82
PROJECT: Fayetteville Sanitary COUNTY STATEdIDE
Sewer System EXPIRATION DATE: 9-10-83
Rehabilitation &
Reconstruction
BASIC
HOURLY
RATE
Bricklayers
$6.40
Carpenters
6.40
Concrete finishers
6.40
El :ccricians
7.75
IRONWORKERS:
Structural
5.50
Reinforcing
4.30
LABORERS:
Air cool operator
4.55
Asphalt heater operator
4.55
Asphalt raker
5.20
Carpenter helper
4.65
Chain saw operator
4.65
Checker grade
4.80
Concrete finisher helper
4.55
Concrete joint sealer
4.55
Concrete saw operator
4.65
Form setter
4.80
Laborer
3.60
Pipelayer
4.80
Powderman
5.60
Vibratorman
4.55
Painter
5.60
Pile driver leadman
5.60
PO,dER EQUIPMENT OPERATORS:
Aggregate spreader op.
5.10
Asphalt plant fireman
4.30
Asphalt drier operator
4.30
Batch plant operator
5.10
BULLDOZER OPERATORS:
.Finish -
6.15
Rough
5.35
Bull float operator
4.95
Concrete curing machine
op.5.20
CONCRETE MIXER OPERATOR:
!.ess than 5 sacks
4.65
5 sacks or over
5.60
Backhoe op.-rubbertired
(1 yard or less)
5.35
Cherry picker operator
5.35
Concrete paver operator
5.90
H Education
& and/or
W Pensions Vacdcion Appr. Tr.
4-2
Page 2 of 3 ARKANSAS DEPARTMENT OF LABOR
PREVAILING WAGE DETERMINATION -HEAVY CONSTRUCTION
DATE: May 10, 1983 DETERMINATION 0 82-82
PROJECT: Fayetteville Sanitary COUNTY. STATEWIDE
Sewer System EXPIRATION DATE:. 9-10-83
Rehabilitation &
Reconstruction
BASIC H
HOURLY &
RATE W Pensions Vacation
Concrete spreader op. 5.'30
CRANES, DERRICK, DRAGLINE,
SHOVEL, BACKHOE OPERATORS:
1-1/2 yard or less 6.15
Over 1 1/2 yard 6.40
Crusher operator 4.95
Distributor operator 4.95
Drill operator (wagon or
truck) 5.35
' Elevating grader operstor5.90
Euclid or like equipment
op. (bottom or end dump)4.80
' Finishing machine operator 5.35
Forklift operator 4.45
Form grader operator 4.45
FRONT END LOADER OPERATOR:
' Finish . 5.90
Rough 5.35
Hydro seeder operator 4.30
• Mechanic 6.15
• Mechanic helper 4.80
MOTOR PATROL OPERATOR:
' Finish 6.15
Rough 5.35
Mulching machine operator 4.80
Oiler and greaser 4.80
' Pile Driver Operator .5.60
Pug Mill operator 4.55
Roller op. (self-propelled)4.30
' SCRAPER OPERATORS:
Finish 6.15
Rough 5.35
Sod slicing machine op. 4.40
'
Stabilizer mixing machine 4.95
TRACTOR OPERATORS:
Crawler type 4.30
' Farm and wheel 4.55
dneel type (with attach-
ments 1 yard or under) 4.95
Drenching machine operator4..95
Education
and/or
Appr. Tr.
Page 3 of 3 ARKANSAS DEPARTMENT OF LABOR
PREVAILING' WAGE DETERMINATION -HEAVY CONSTRUCTION
DATE: May 10, 1983 DETERMINATION II 82-82
PROJECT: Fayetteville Sanitary COUNTY STATEWIDE
Sewer System EXPIRATION DATE: 9-10-83
Rehabilitation &
Reconstruction
BASIC
HOURLY
RATE
STONEMASONS 6.40
TRUCK DRIVERS;
Distribu;.or truck drvr.4.3O
Semi -trailer 4.80
Lowboy driver 5.35
Transit mix truck driver 4.30
Truck driver (heavy -max-
imum pay load in excess
of 3000 lbs.) 4.55
Truck driver (light -max-
imum pay load 3000 ios.)4.30
WELL DRILLERS 6.15
WELDERS - receive rate prescribed for
craft performing operation to which
welding is incidental.
H Education
& and/or
d Pensions Vacation Appr. Tr.
4-4
P R O P O S A L
SANITARY SEWER SYSTEM REHABILITATION
AND RECONSTRUCTION
FAYETTEVILLE, ARKANSAS
Plans No. Fy-116
Dated April 1983
To the Board of Directors
City of Fayetteville
Fayetteville, Arkansas
The undersigned, of the firm of Braun Excavating Company
C
states that he has carefully examined the Plans, profiles, Specifications, maps and
drawings on file in the office of the City Clerk of the City of Fayetteville,
Arkansas, relative to the proposed construction of this contract, Sanitary Sewer
System Rehabilitation and Reconstruction; that he is familiar, with the same and
understands each and all; has examined the location and site; that all bids are made
with the full knowledge of the difficulties and conditions that may be encountered,
the kind, quality and quantity of the Plans, work to be done, excavation, and
materials required; and with full knowledge of the Plans, profiles, Specifications
and estimates and all provisions of the contract and bonds; and that this Proposal
is made without collusion on the part of any person,.firm or corporation.
He further states that he wi11 enter into contract to construct said Sanitary Sewer
System Rehabilitation and related work as designated in the title of this Proposal,
in accordance with the Plans and Specifications, and have said work completed within
ninety (90) consecutive calendar days from the date of the Notice to Proceed, for
the following prices.
' Bidder agrees
to
perform all the construction
work described
in the Specifications
and shown on
the
Plans, for the following unit
prices.
I
I
I
Item Estimated Item and Unit Price Bid
No. Quantity
1. 2,800 Linear Feet, 6" Vitrified Clay Pipe Sewer
Line, 0-6' in depth, complete in place
Ten and 52/100------- -- - - ---dollars( 10.52)L.F.
(Dollar amount written in words.) (In figures.)
2. 225 Linear Feet, 6" Ductile Iron Pipe Sewer
Line, 0-6' in depth, complete in place
Twenty -One and 58/100 -----------------------dollars( 21.58)L.F.
Total
Amount
$ 29,456.00
(In figures.)
$ 4,855.50
5-1
■
• Item Estimated Item and Unit Price Bid
No. Quantity
3. 1,200 Linear Feet, 8" Vitrified Clay or ABS Composite
Pipe Sewer Line, 0-6' in depth, complete in place
I
Thirteen and 81/100----------------- -- dollars(, 13.81 )L.F.
4. 700 Linear Feet, 8" Ductile Iron Pipe Sewer
' Line, 0-6' in depth., complete in place
• Twenty -Two and no/100-----------------------_dollars( 22.00 )L.F.
5.• 200 Linear Feet, 10" Vitrified Clay or
ABS Composite Pipe Sewer Line, 0-6'
in depth, complete in place
Sixteen and 20/100---------------------- --- dollars( 16.20)L.F.
6. 700 Linear Feet, Extra Depth Trench, 6-8'
Only 80/100 ---------------------------------dollars(
' 7. 200 Linear Feet, Extra Depth Trench, 8-10'
Two and no/100------------------------------ dollars( 2.00)L.F.
' 8. 175 Linear Feet, Extra Depth Trench, 10-12'
Six and 50/100 ------------------------------dollars(
9. 275 Linear Feet, Extra Depth Trench, over 12'
' Ten and 80/100--------------------- - - dollars( 10.80)L.F.
• 10. 2 Each, Plug Sewer Overflow or Bypass Lines
Fifty -Three and 30/100 ----------------------dollars( 53.30)Each
11. 9 Each, Main Line Tap Repair
Three Hundred Ninety -Four and no/100--------dollars( 394.00)Each
'12. 22 Each, Adjustment and/or Grouting Casting
. to Cone
Two Hundred Thirty -Two and no/100-----------dollars( 232.00)Each
13. 46 Each, Cleaning, Patching and Filling Cracks,
and Waterproofing Manholes
Six Hundred and no/100----------------------dollars( 600.00)Each
Total
Amount
$ 16,572.00
$ 15,400.00
$ 3,240-:00
$ 560.00
$ 400.00
$ 1,137.50
$ 2,970.00
$ 106.60
$ 3,546.00
$ 5,104.00
$ 27,600.00
5-2
Item Estimated Item and Unit Price Bid
No. Quantity
14. 7 Each, Repair Manhole/Sewer Line Connections
Three Hundred Ninety and no/100------------- dollars( 390.00 )Each S
Total
Amount
2,730.00
• 15.
55
Each, Raising Manholes
1 Two
Hundred Thirty -Eight
and no/100---------
dollars( 238.00 )Each
$
13,090.00
16.
1
Each., Raise Manhole and Plug
Vent Holes in Lid
Two
Hundred Eighty
and no/100---------------
dollars( 280.00 )Each
$
280.00
1
Each, Manhole Replacement
•
2,080.00
• Two
Thousand Eighty
and no/100--------------
dollars( / )Each
$
2,080.00
18.
1,.500
Tons, SB-2 Crushed Stone
Backfill, complete in
place
Nine
and no/100----------•
-------------------
dollars( 9.00 )Ton
$
13,500.00
19. 1,100 Square Yards, Hot -Mixed, Hot -Laid Asphalt
Concrete Pavement Repair (3" Thickness)
Twenty -Seven and no/100--------------------- dollars( 27.00)S.Y.
20. 75 Square Yards, Nonreinforced Concrete Drive
and Sidewalk Repair
$ 29,700.00
Fifteen and no/100-------------------------- dollars( 15.00)g.y, $
21, 30 Cubic Yards, Concrete for Pipe Encasement and Cover
One Hundred and no/100----------------------dollars( 100.00)C.Y. $
22. 2,000 Square Yards, Topsoiling, Fertilizing, Seeding
and Mulching
One and 80/100 ------------------------------dollars( 1.80)s.Y.
23. 2 Each, Abandonment of Main Line Tap or
Manhole/Sewer Line Connection. Repair
Two Hundred Sixty and no/100----------------dollars( 260.00)Each
24. 72 Each, Sewer Service Line Reconnections
Two Hundred Forty -Eight and no/100----------dollars( 248,00)Each
1,125.00
3,000.00
$ 3,600.00
$ 520.00
$ 17,856.00
Total Bid, Items I through 24 ----------------------------- $ 198,428.60
5-3
The foregoing prices shall include all labor, materials, bailing, shoring, removal,
overhead, profit, insurance, etc., to cover the finished work of the several kinds
called for.
Bidder understands that the Owner reserves the right to reject any or all bids and
,_ - - -to_waive_i any _informalities in the bidding. The bidder agrees that this bid shall bf
good and may not be withdrawn'for a. period of 60 calendar days after the scheduled
closing time for receiving bids.
Upon receipt of written notice of the acceptance of this bid, bidder will execute
the formal contract and bond attached as called for in the specifications within
10 days.
' The bid security attached in the sum of. 5% of contract amount
dollars ($ ) is to become the
t property of the Owner in the event the contract and bond are not executed within the
time above set forth, as liquidated damages for the delay and additional expense to
the Owner caused thereby.
' t Receipt of the following addenda to the plans and specifications is hereby
acknowledged
AND SUCH ADDENDA ARE ATTACHED TO THE SPECIFICATIONS.
Respectfully submitted,
Braun Excavating. Company
Firm Name
14 -�
By /s/ Jerid Braun
Title President
Route 3, Box 157 C
Seymour, Missouri 65746
(Business Address & Zip Code)
Arkansas License No. 82-2624
(Seal - if bid is by corporation.)
II
C
5-4
MICROFILMED
CONTRACT
State of Arkansas )
County of Washington
THIS AGREEMENT, made
1983, by and betwe
Washington, State of
the Owner, and
)
and entered into this day of ,
!en the City of Fayetteville, Arkansas, County of
Arkansas, Party of the First Part, hereinafter called
Braun Excavating Company
of the City of Seymour, Missouri , Party of the
Second Part, hereinafter called the Contractor.
WITNESSETH THAT:
' WHEREAS, the Owner has called for bids for Sanitary Sewer System
Rehabilitation and Reconstruction, as set out in the plans and
specifications and approved by the Board of Directors of the City of
• Fayetteville, Arkansas, and
WHEREAS, pursuant to the published calls for bids under said plans and
specifications, the Contractor is the low, responsive, responsible bidder
' for the construction of said Sanitary Sewer System Rehabilitation and
Reconstruction,
NOW THEREFORE: The Contractor agrees with the Owner to commence and
complete the construction of:
Sanitary Sewer Line Rehabilitation and Reconstruction,
which consists of all items as set out in the Proposal,
these Specifications and Plans No. Fy-116, including
all items of work for a complete installation, for the
unit
prices bid
in the Proposal, all of
which become
t and
are a part of
this contract, the total
sum being
One Hundred Ninety -Eight Thousand Four Hundred Twenty -Eight and 60/100 -----
dollars ($ 198,428.60 ), such sum being the agreed amount upon which bonds
I. and liabilities are based, and at his own cost and expense furnish all
materials, supplies, labor, machinery, equipment, tools, supervision, bonds,
insurance and other accessories and services necessary to complete the said
I. construction in accordance with the conditions and prices stated in the
Proposal attached hereto and make a part hereof,. and in accordance with the
Specifications and the General Conditions, all as set out in these
' Specifications, and in accordance with the Plans, which include all maps,
plats, blue prints, and other drawings, and written or printed explanatory
matter thereof.
6-1
■ MICROFILMfL)
' The Contractor agrees to commence work under this contract within ten days
• of the issuance of the Notice to Proceed and fully complete all work within
ninety (90) calendar days from the date of the issuance of the Notice to
Proceed.
The Owner agrees to pay the Contractor in current funds for the performance
of the contract in accordance with the accepted Proposal therefor, subject
to additions and deductions, as provided in the specifications, and to make
payment on account thereof as provided below.
As soon as is practicable after the first of each calendar month, the Owner
will make partial payments to the Contractor for work performed during the
preceding calendar month, based upon the Engineer's estimate of work
completed, said estimate being certified by the Contractor and accepted by
the Owner. Except as otherwise provided by law, ten percent (10%) of each
approved estimate shall be retained by the Owner until final completion and
acceptance by the Owner and Engineer. The Engineer shall then issue a Final
Estimate of work done based upon the original contract and subsequent
changes made and agreed upon, if any.
Time is hereby expressly declared to be of the essence of this contract, and
the time of beginning, mariner of progress and -time of completion of the work
hereunder shall be and are essential conditions hereof.
The Contractor agrees to commence work within ten (10) calendar days from
the date of the Notice to.Proceed and to proceed with the construction of
the work and. to prosecute the work with an adequate force and in a manner so
as to complete the work within the time stipulated herein. If the
Contractor fails to completing the contract within the time stipulated
herein, the Contractor agrees to pay the Owner, as liquidated damages, the
sum of two hundred dollars ($200.00) per day for each calendar day of delay
in completion, said amounts being fixed and agreed upon by and between the
parties hereto. Because. of the impracticability and extreme difficulty in
fixing and ascertaining the actual damages Owner would in such event
sustain, said amounts are to be presumed by the parties to this contract to
be the amounts of damage Owner would sustain. Said amounts of liquidated
damages shall be deductible from any amount due Contractor under the Final
Estimate of said work, after the completion thereof, and Contractor shall be
entitled only to the Final Estimate less such amounts of liquidated damages..
If the Contractor be delayed at any time in the progress of the work by any
act or neglect of the Owner or of the Owner's employees, or by any other
contractor employed by the Owner, or by changes ordered in the work, or by
strikes, lockouts, fire, unusual delay in transportation, unavoidable
casualties or any causes beyond the Contractor's control, or by delay
authorized by the Engineer pending arbitration, or by any cause which the
Engineer shall decide to justify the delay, then the time of completion
shall be extended for such reasonable time as the Engineer may decide.
No such extension shall be made for delay occurring more than seven days
before claim therefor is made in writing to the Engineer. In the case of a
continuing cause for delay, only one claim is necessary.
6-2
In the event the Contractor abandons the work hereunder or fails, neglects
or refuses. to continue the work after ten (10) days written notice, given
Contractor by the Owner or by the Engineer, then the Owner shall have the
option of (1) declaring this contract at an end, in which event the Owner
shall not be liable to the Contractor for any work theretofore performed
hereunder, of (2) requiring the surety hereto, upon ten (10) days notice, to
complete and carry out the contract of Contractor; and in that event, should
the surety fail, neglect or refuse to carry out said contract, (3) said
Owner may complete the contract at its own expense and maintain an action
against the Contractor and the surety hereto for the actual cost of same,
together with any damages or other expense sustained or incurred by Owner in
completing this. contract, less the total amount provided for --hereunder to be
paid Contractor upon the completion of this contract.
This contract shall be binding upon the heirs, representatives, successors
or assigns of the parties hereto, including the surety.
IN WITNESS WHEREOF, the Owner and Contractor have hereto set their hands and
seals respectively.
'V ' r .r«
Witnesses*
Attest
City Clerk
Braun Excavating Company
Firm Name
By Jnq,L 13AW Y
CITY OF FAYETTEVILLE, ARKANSAS
Paul R. Noland, Mayoral!
:_ - 4
* If corporation, Secretary shall attest.
6-3
MICROFILMED
PERFORMANCE BOND
KNOW ALL MEN BY THESE PRESENTS: That we (1) Braun Excavating Company
a (2) corporation hereinafte
called "Principal" and (3) Heritage Insurance Company of America
of Lincolnwood
, State of Illinois
Ihereinafter called the "Surety," are held and firmly bound unto (4)
the City of Fayetteville, Arkansas
, hereinafter called "Owner," in
penal sum of One Hundred Ninety -Eight Thousand Four Hundred Twenty -Eight and 60/101
----------------- --------dollars ($ 198,428.60 ) in lawful money of the
United States, for the payment of which sum well and truly to be made, we bind our-
selves, our heirs, executors, administrators and successors, jointly and severally,
firmly by these presents.
THE CONDITION OF THIS OBLIGATION is such that whereas, the Principal entered i
a certain contract with Owner, dated the day of , 19
a copy of which is hereto attached and made a part hereof for the construction of:
Sanitary Sewer System Rehabilitation and Reconstruction for the City
of Fayetteville, Arkansas; Plans No. Fy-116
NOW THEREFORE, if the Principal shall well, truly and faithfully perform its
duties, all the undertakings, covenants, terms, conditions, and agreements of said
contract during the original term thereof, and any extensions thereof which may be
granted by the Owner, with or without notice to the Surety, and if he shall satisfy
all claims and demands incurred under such contract, and which it may suffer by
reason of failure to do so, and shall reimburse and repay the Owner all outlay and
expense which the Owner may incur in making good any default, then this obligation
shall be void; otherwise to remain in full force and effect.
PROVIDED, FURTHER, that the said Surety, for value received hereby stiuplates
and agrees that no change, extension of time, alteration or addition to the terms
of the contract or to the work to be performed thereunder or the specifications
accompanying the same shall in any wise affect its obligation on this bond, and
it does hereby waive notice of any such change, extension of time, alteration or
addition to thg terms of the contract or to the work or to the specifications.
PROVIDED,
FURTHER,
that no
final settlement between the
Owner and
the Contract
shall abridge
the .right
of any
beneficiary hereunder, whose
claim may
be unsatisfie
This bond is given in compliance with Act 351, Arkansas Acts of 1953, and Act
209, Arkansas Acts of 1957, the same appearing as Arkansas Statutes (1957), Section
51-635, Cumulative Supplement.
7-1
...O,iL1l
IN WITNESS WHEREOF, this instrument is executed in six (6) counterparts, each
one of which shall be deemed as original, this the day of
19
rn
µ
h
r 7
h
V` ? 4d1aSaa
Secretary
Witness as to Principal
Braun Excavating Company
Principal
By: LA��inI
Address
Address
I _
ATTEST:
Heritage Insurance Company of America
�..,
Surety
t U� X1A
ure )'S retary
' hyllis Fields //)) //
•, 4 (SEAL) By: �! ��1 9�1-
• /� t_ Attorney -in -Fact
t 1 ! D. Michael Babb
) Babb & Associates, Inc.
• iS �?�,. / L�/tlXi d/yt�/ P.O. Drawer 15430
Witness a&t Surety GMF Little Rock, AR 72231
Marilyn Williams
Babb & Associates, Inc. Address
P.O. Drawer 15430 -
GMF Little Rock, AR 72231
Address
' NOTE: Date of bond must not be prior to date of contract.
' (1) Correct name of Contractor.
(2) A Corporation, a Partnership, or an individual, as the case may be.
(3) Correct name of Surety.
(4) Correct name of Owner.
(5) If Contractor is a Partnership, all partners should execute bond.
(6)' This bond must be filed with the Circuit Court of the County where the work
is to be performed prior to the start of construction.
■ 7-2
PAYMENT BOND
KNOW ALL MEN BY THESE PRESENTS: That we. (1)
a (2)
Braun Excavating Company
Corporation hereinaft
called "Principal" and
(3)
Heritage Insurance
Company of America
of
Lincolnwood
, State of Illinois
hereinafter called the "Surety," are held and firmly bound unto (4)
the City of Fayetteville, Arkansas
, hereinafter called "Owner," in
penal sum of One Hundred Ninety -Eight Thousand Four Hundred Twenty -Eight and 60/100--
"' " "- '- -" ---- ----- dollars ($ 198,428.60 in lawful money
the United States, for the payment of which sum well and truly to be made, we bind ou
selves, our heirs, executors, administrators and successors, jointly and severally,
firmly by these presents.
THE CONDITION OF THIS OBLIGATION is such that whereas, the Principal entered int
a certain contract with Owner, dated the day of , 19
a copy of which is hereto attached and made a part hereof for the construction of:
Sanitary Sewer System Rehabilitation and Reconstruction for the
City of Fayetteville, Arkansas; Plans No. Fy,116
NOW THEREFORE, if the Principal shall promptly make payment to all persons, firm
subcontractors and corporations furnishing materials for or performing labor in the
prosecution of the work provided for in such contract, and any authorized extension o
modification thereof, all amounts due for but not limited to, materials, lubricants,
oil, gasoline, coal and coke, repair on machinery, equipment and tools, consumed or
used in connection with the. construction of said work, fuel oil, camp equipment, food
for men, feed for animals, premium for bonds and liability and workmen's compensation
insurance, rentals on machinery, equipment and draft animals; also for taxes or pay=
ments due the State of Arkansas or any political subdivisions thereof which shall hav
arisen on account of or in connection with the wages earned by workmen covered by the
bond; and for all labor, performed in such work whether by subcontractor or otherwise
then this obligation shall be void, otherwise to remain in full force and effect.
I The Surety agrees the terms of this bond shall cover the payment by the Principa
of not less than the prevailing hourly rate of wages as found by the Arkansas Depart-
ment of Labor or as determined by the court on appeal to all workmen performing work
under the contract.
PROVIDED, .FURTHER, that the said Surety, for value received hereby stipulates an
agrees that no change, extension of time, alteration or addition to the terms of the
contract or to the work to be performed thereunder of the specifications accompanying
the same shall in any wise affect its obligation on this bond, and it does hereby.wai
notice of any such change, extension of time, alteration or addition to the terms of
the contract as to the work or to the specifications.
7-3
MICROFILMED
e,.
PROVIDED, FURTHER, that no final settlement between the OwneryinviLtheontractc
shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfiec
' This bond is given in compliance with Act 351, Arkansas Acts of 1953, and Act
209, Arkansas Acts of 1957, the same appearing as Arkansas Statutes (1957) Section
51-635, Cumulative Supplement.
IN WITNESS WHEREOF, this instrument •is executed in six (6) counterparts, each c
of which shall be deemed an original, this the day of , 19_
Braun Excavating Company
c/ ,'2ta aete Principal
Secretary
Witness as to Principal
Address
ATTEST:
{ (urely) (S�"ietary
hyllis .Fields
(SEAL)
rx
Witness -as t'o Surety
Marilyn Williams.
Babb & Associates, Inc.
P.O. Drawer 15430 GMF Little Rock, AR
Address
By: Lg V4(G,LI
Address
Heritage Insurance Company of America
Surety
BY Attorney -in- act
ct
D. Michael Babb
Babb & Associates, Inc.
P.O. Drawer 15430 GMF Little Rock. AR 72;
Address
72231
NOTE: Date of bond must not be prior to date of contract.
(1) Correct name of Contractor.
(2) A Corporation, a Partnership,.or an individual, as the case may be.
(3) Correct name of. Surety.
(4) Correct name of Owner.
(5) If Contractor is a Partnership, all partners should execute bond.
(6) This bond must be filed with the Circuit Court of the County where the work
is to be performed prior to the start of construction.
7-4
{ t1f L I1 t 'IIERITACE INSURANCE COMPANY OF AMERICA
₹ I l ,. ! ;LINCOLNWOOD, ILLINOIS ... 1 •p , l l Ill lIr� 1f
' • 1,!-.C ;I Ill I.( .I, ' "_ :Lli. , i1 ICROFI'r.Mf.1
I.
t II r• Power of Attorney I₹._ I , 1Ti 11+_+1r 1, l;l 11,1 I.}li'.
r , 18�{ �' i {' Ilf
r e f, i₹1 4 .. ' . • ..} { I 11`.r ^,11 ,I•. • `I 11
I : r _--n, f!-.:''.Hut:Y.S
PRINCIPAL Braun Excavating Company EFFECTIVE DATE' June15,'; 19831; t�
rl₹ Ir ;
DBA AMOUNT OF BOND $'198, 428:60 L•
Y•'•'
qq 1
POWERNO.'H 29321 .: 1.Itj.kt:
KNOW ALL MEN BY THESE PRESENTS: Thai the Heritage Insurance Company, a Corporation in the State of Illinois; having its
principal office in Lincolnwood, Blinois, pursuant to the following resolution, adopted by the Board of Directors of the said Company on
the 9th day of March, 1979, to wit: ^ •i i
r I. .- . r Y 1 '. I
The President, or`any Vice -President, or other officer designated by the Board of Executive Committeeshall have authority,.
severally, to make, execute and deliver a power of attorney constituting as Attorney -in -Fact such persons, firms or corporations as such
officers may select from time to time" H;
does hereby make, constitute and appoint D. Michael Babb — -of North sr&
Little Rock in the State of Arkansas its true and lawful attorney(s)-in-fact, with full power and authority hereby
confereed in its name, place. and stead, to sign, execute, acknowledge and deliver in its behalf, and its'act and deed as'follows:'..
The obligation of the Company shall not exceed the sum of three hundred and twenty five thousand ($325,000.00) dollars. Z ;';:;
and to bind Heritage Insurance Company thereby as fully and to the same extent as if such bond or undertaking was signed by the duly:
authorized officers of the Heritage Insurance Company, and all the acts of said Attorney(s) pursuant to the authority herein given, are
' hereby ratifiedandconfirmed. I' ,`- ,1. .?:-.
IN WITNESS WHEREOF, the Heritage Insurance Company has caused these presents to be signed.by'its President and/or its
Vice -President, and its Corporate Seal to be hereto affixed.
HERITAGE INSURANCE' COMPANY OF AMERICA 1t
. .. ' I I�"��rorr��to I. rl �Y I I
SEAL � ,, i _ i?I s,. _ilt" 1r ll � ₹I
i Vincent M. Giacrnto, President
1 I w i - i Ip f .}• ili •, 1.•
- , t I ll
ate of Illinois ) r � I t � •'
County of Cook ) I ... t1 , ,
• - t {I 11" I;I Ji' •- I 1 »C:
• '• •. ...:. 1� 't i .' 1 / t{₹.-. ll I{r � lIt is t•,n I' ... 'I'�•i
On this 9th day of March, 1979, before the subscriber, a Notary Public of the State Of Ilhnois,in and. for the County 'of Caoki
duly commissioned and qualified, came V. M. Giacinto of the Heritage Insurance Company, to me personally known to be the indivlduul
and officer described herein, and who executed the preceding instrument, and acknowledged the'executionof the'same, and being by me:;
duly, sworn, deposed andisaid; that he is.the offtcer'of.said Company aforesaid, and that the seal affixed to.the preceding ins tiument.is
the Corporate Seal of said. Company, and the said Corporate Seal and signature as an officer were duly affixed and subscribed to the said"
' Instrument by the authority'and direction of the said Corporation, and that the resolution of said Company; referred to'.ln the'preceding.
t :..- , .- II a -. . , _. ,
hMrument, is now in foroe: 1.- F ... .
til 3'll I t r. 1, ...1₹. -:Il 1 ,II; ill ,11 .,11
Jam. IN TESTIMONY WHEREOF, 1 -have hereunto set my hand, and affixed my official seal.at I�ncolriwood, Blinois, the da and
stove writteir .. , • 1 1 - \ I1. r ly • y�
'.. 1.- i t .. A Ill,i: - 'i �, .• ₹ . ! iisr �' l t. _ I. plr 'nil}.,.1 'I{I ; 11
I 1 I ; 11 r— i t ' ' ' r;:l{ Y IJ1 ' II rli v •{ • �₹ Ir •y ,I{r �.r Y{l Ill r{I -';₹ ..� . • 1 ( :-, •.�.
{' a o ! { ' ll' '₹1 1 t li, _ IIt n 'i t{I {i � '₹1 Ir
i a-i' . t X11 —� ' o T X'� IiY - f tl " `�,� 11 1' Ili r'`•"+'I"t
ar
• a . tiva
!I: i ' •r• Notary Public tEf —Ia . I. 4 •' j
' - 11� 'i -. �\� ! }!i . - 1- ri -."irl r, if1,-.III II• ' . 11 .:c-1 131
j,l t r•
cl I l x 1}, I 1._ �' - fll JOSEPH D. I l f ' r 1 1' i
•— { { I+s {{ �� Itl
1l t • 8 .•.' t It NOTARY PUBLIC; State:oflflmon } 1 y'i
Ix•
' 1 ; 1{, Ill w ' Qualified State,of rBlinoo ll1
,14`l
in ' ;l^s.- "i 1 ; r1 s _
.. r i Com •es rc 9 I I �
l`Ir � • t. .' . { ; ( fission Ex it h tl j14 ; , 8{ , rvi1 X111
1 I. 1..1,1 I. r1 { N�,.-al 11, -1t,. ,,ij -x Pt• :L -I0 ' 84.,84» �1 1.�
State of Illinois ). ` :�if r . II I. V I %'I 111 1� il t r' t1
County of Cook), ;+1y`' t ' �1 1. I ' r rnR'li' ;{I l" I Ili 1 111 r ip ---
ill 1I �l " , ' ' I{t Ill•_.;' !I! t' ;I 11 ( I '111: IIr--
, ! "I l • l
1 �,r •• .l• .. ,irwt,I , , . I• 1.. r ill "-
, , 1•
- , •Fl l- , •'j
{ CERTIFICATE 1 ll. { #h; f{I i{+I{ ;'[ II( •.11 11.
,._ 171 ,�, ₹ 1 - :i{.:. '. ,.:i, .11 m` i•..,.. jr •;: l�i�m !{),.-ltl+i--1{1=sY<'t{...i�
- 11; the undersigned;: Secretary •:of.IILR/TAGE,/NSURANCErCO» a l stock- corporauan orthe'Staii:'of Bliiidis;" BO`{HEREY Ft'
,CERTIFY, that the foregoing and attached Power of Attorney and Certificate of Authority remains. in full force and has not bean
revoked; and furthermore; that the. Resolution of .the Board of Drectors, as set forth m the Certificate (of Authority, are no iu i {� w
A. 'l `s. I • 1 ,� ( ,i I ♦.• ,r,l 'I I a I/ ,•I 111
I 1 .r ... hi: ,l .� n _4. �II l.n .,: {f . i.�t w 41 { tl "'I ₹II In, ll11 .<r1,11+M lil I₹ .Ic..ilr n•
Siyted and Sealed at the Home ~Office of; ihe: Company, at% Lincolnwood, Blinois Dated; this' I i.
!'• I F L I. J. r' .. •- r • 1 i .r •'F rn ��...
June ' AD; 19 8311 ; 1.11 { I1 r, tl tl{I I(I I 1. { r{8- 'ti N.lj rl�lr"
(; 11 ` : if i I x 11 fill t:. ,1_— 4l 1 111yT r
- ! -. 1 .. , rWiS I 1 +4• .........................'---I •`• �k F 11 1. '
! ; I, a l lr i r1 • 1 ,}I,1.___..Ii.._._. l L r rt 1 � { l 1;₹
{ ••. fir- '1rv11' 1f fn ill rII , 'I lll�gl1i�,'e��•�:� I, 11+^t.l�l
7. i . SEAL �,
8 ; ., dt i ₹i3 I ill t(l x$�eretq .'1' i{t
I ₹ 8............
111 : I{8 F.18", 'x11' I} If l ^ !sG
1 I S c -187 tL Itl "........---•I ''
. 'e. I'.'i,+.. f! i I'. !)s..-.fll '�'-ii1=1iL1 4... ."'.-_. i. G+'. r.
Section 009
GENERAL CONDITIONS
009-A. DEFINITIONS. Whenever the words herein defined, or pronouns used in.
their stead, occur in this contract and documents, they shall have and are
mutually understood to have the meaning herein given.
The words "City" and "Owner" shall mean the City of Fayetteville Arkansas, a
municipal corporation, acting through its duly authorized representatives.
The words "Board of Directors" shall mean the duly elected or appointed
governing body of said City of Fayetteville, Arkansas.
The word "Mayor" shall mean the Mayor of the City of Fayetteville, Arkansas.
The words "City Manager" shall mean the City Manager of the City of
Fayetteville, Arkansas.
The words "City Attorney" or "Attorney" shall mean the attorney for the City
of Fayetteville.
The words "City Clerk" shall mean the City Clerk of the City of Fayetteville.
The words "City Engineer" or "Water Superintendent" shall mean the
superintendent in charge of the Water Department of the City of Fayetteville.
The word "Engineer" shall mean McGoodwin, Williams and Yates, Inc., Consulting
Engineers, Fayetteville, Arkansas, who have been employed by the City of
Fayetteville for this work, or their duly authorized agents.
The word "Inspector" shall mean the engineering or technical personnel duly
authorized by the Engineer, limiting to the particular duties entrusted to him
or them.
The word "Contractor" shall mean the person, persons, partnership, company,
firm or corporation entering into this contract for the performance of the
work required of it, and the legal representatives of said party, or the agent
appointed to act for such party in the performance of the work._
The word "surety" or "sureties" shall mean the bondsmen or party or parties
who have made sure the fulfillments of the contract by bonds, and whose
signatures are attached to said bonds.
The
word
"Advertisement"
shall mean all, the
legal publications
pertaining to
the
work
of
this contract.
The word "Specifications"
shall mean, collectively, all
of the terms and
stipulations
contained in
the written portion of information
furnished.
The word "Plans" shall mean, collectively, all of the drawings pertaining to
the contract and made a part hereof, and also such supplementary drawings as
the Engineer may issue from time to time in order to clarify the drawings, or
for the purpose of showing changes in the work as authorized under the section
009-1
"Modifications and Alterations," or for showing details which are not shown
thereon.
The words "Work Order" or "Notice to Proceed" shall mean a notice to the
Contractor of the date on or before which he is to begin the prosecution of
the work for which he has contracted.
The words "Contract Price" shall mean either the unit prices, or lump sum
prices, named in the contract, or the total of all payments according to the
schedule of the prices in the contract, as the case may be.
The term "Grade" used in these Specifications is understood to refer to and
indicate the established elevations of the paving, flow line of sewers or
other appurtenances as shown on the Plans on file in the office of the
official designated in the "Advertisement for Bids."
The word "Bid" or "Proposal" shall mean the written statements, duly filed
with the Owner, by the person or persons, partnership, company, firm or
corporation proposing to do the work and furnish the materials called for on
the Plans at the prices named on said statements.
"The work" shall mean the work to be done and the equipment, supplies, and
materials to be furnished under this contract, unless some other meaning is
indicated by the contract.
Whenever in these contract documents the words "as ordered," "as directed,"
"as permitted," "as allowed," or words or phrases of like import are used, it
shall be understood that the order, direction, requirements, permission or
allowance of the Owner and Engineer is intended. But in no instance shall
such directions by the Engineer apply to the supervision of the Contractor or
his work forces, but shall apply only to ensure that the completed work meets
the requirements of the Plans and Specifications.
Similarly the words "approved," "reasonable," "suitable," "acceptable,"
"proper," "satisfactory," or words of like effect and import, unless otherwise
particularly specified herein, shall mean approved, reasonable, suitable,
acceptable, proper, or satisfactory in the judgment of the Owner and Engineer.
Whenever the following abbreviations are used, they shall have the meanings
given below:
ASTM
- American Society for Testing Materials
ASA
- American Standards Association
AWWA
- American Water Works Association
AGA
- American Gas Association
NEMA
- National Electrical Manufacturers Association
gpm
- gallons per minute
MGD
- million gallons per day
ppm
- parts per million
Hp
- horsepower
T.D.H.
- total dynamic head
V
- volt
A
- ampere
009-2
Section 009
T.D.
- time delay
R
- motor starter relay .xM
N.O.
- normally open
N.C.
- normally closed
PVC
- polyvinyl chloride (pipe)
psi
-. pounds per square inch
cfm
- cubic feet per minute
rpm
- revolutions per minute
009-B. COPIES OF CONTRACT. Not less than six copies of the bound volumes
of the proposal, contract and stipulations shall be prepared,. each containing
an exact copy of the Contractor's proposal as submitted, the bond or bonds
properly executed and contracts signed by both parties thereto. However, the
Contractor and the surety executing the bond shall not date the contract or
the bond upon submission for execution by the Owner. These documents will be
dated the date the Owner Executes -the contract.
009-C. SCOPE, NATURE, AND EXTENT OF CONTRACT, SPECIFICATIONS AND PLANS.
The said Specifications and Plans are intended to supplement, but not
necessarily duplicate each other, and together constitute one complete set of
Specifications and Plans, so that any work exhibited in the one and not in the
other shall be executed just as if it had been set forth in both, in order
that the work shall be completed according to the complete design or designs
as decided and determined by the Engineer. Should anything. be omitted from
the Specifications and Plans which is necessary to. a clear understanding of
the work, or should it appear various instructions are in conflict, then the
Contractor shall secure written instructions from the Engineer before
proceeding with the construction affected by such omission or discrepancies.
It is understood and agreed that the work shall be performed and completed
according to the true spirit, meaning, and intent of the contract,
Specifications and Plans.
009-D. FIGURED DIMENSIONS TO GOVERN. Figured dimensions, when given on the
Plans, shall be accurately followed, even though they differ from scaled
measurements. No work shown on the Plans, the dimensions of which are not
figures, shall be executed until instructions have been obtained from the
Engineer as to the dimensions to be used. Large stale and full size drawings
shall be followed in preference to small scale drawings.
009-E. CONTRACTOR TO CHECK PLANS AND SCHEDULES. The Contractor is required
to check -all dimensions and quantities on the Plans and schedules given to him
by the Engineer, and shall notify the Engineer of any discrepancy between the
Plans and the conditions on the ground, or any error or omissions in the
Plans, or in the layout as given by stakes, points, or instructions, which he
may discover in the course of the work. The Contractor will not be allowed to
take advantage of any error or omission in the Plans or contract documents, as
full instructions will be. furnished by the Engineer should error or omission
be discovered, and the Contractor shall carry out such instructions as if
originally specified.
009-F. METHODS
OF OPERATION. The Contractor
shall give
to the Engineer
full information,
in advance, as to his plans for
carrying on
any part of the
work.
009-3
JCl...1Vll VVl
009-G. GRADES AND MEASUREMENTS. At such tine as the Contractor is ready to
proceed with construction work, he shall notify the Engineer in order that
proper grades and alignments, prints and stakes may be furnished. The
Contractor shall notify the Engineer a reasonable length of time prior to the
commencement of such work, and the Contractor shall not proceed with
construction work until such grade and line stakes have been set. The work
shall be in conformity with such prints, stakes and instructions as related to
the finished quality of the work.
Where plans, building, or mass movement of earth is being undertaken, the
Engineer will set such control lines and basic elevations as are required for
the Contractor to make such unit or plant layouts as are required. When work
is undertaken which requires a constant or generally intermittent checking of
lines and elevations, the Contractor shall maintain such equipment and
personnel as are essential to the actual prosecution of the work. In these
instances, the final grades, alignment and dimensions are subject to checking
by the Engineer.
009-H. CONTRACTOR TO FURNISH STAKES AND HELP. The Contractor shall
furnish, without charge, competent men from his force and such tools, stakes,
and other materials as the Engineer may require for the proper staking out of
the work and in making measurements and surveys and in establishing temporary
or permanent reference marks in connection with said work.
009-I. DIRECTION AND PROSECUTION OF THE WORK. The Contractor shall
commence work at such points as the Engineer may direct, and shall prosecute
the work in the order as laid out by the Engineer.
009-J. LANDS FOR WORK. The Owner shall provide the lands upon which the
work under this contract is to be done, except that the Contractor shall, when
necessary, provide land required for the erection of temporary construction
facilities and storage of his materials, together with right of access to
same.
009-K. RIGHT OF VARIOUS INTERESTS. Wherever
forces or by other contractors is contiguous to
the respective rights of the various interests
by the Engineer to secure the completion of th
in general harmony.
work being done by the Owner's
work covered by this contract,
involved shall be established
e various portions of the work
009-L. SEPARATE CONTRACTS. The Owner reserves the right to let other
contracts in connection with this work. The Contractor shall afford other
contractors reasonable opportunity for the introduction and storage of their
materials and the execution of their work, and shall properly connect and
coordinate his work with theirs.
If any part of the Contractor's work depends for proper execution of results
upon the work of any other contractor, the Contractor shall inspect and
promptly report to the Engineer any defects in such work that render it
unsuitable for such proper execution and results. His failure so to inspect
and report shall constitute an acceptance of the other contractor's work as
fit and proper for the reception of his work, except as to defects which may
develop in the other contractor's work after the execution of his work.
009-4
Section 009
To insure the proper execution: of his subsequent work, the Contractor shall
measure work already in place"aiid' shall``at"once report to the Engineer any
discrepancy between the executed work and the drawings.
009-M. SUPERINTENDENTS AND FOREMEN. When the Contractor is not present at
the work, the superintendent or foreman in immediate charge thereof shall be
deemed to be in authority and shall receive and execute orders in connection
with the provisions and in conformity with these Specifications.
009-N. WORKMEN. The. Contractor shall employ foremen and skilled laborers
where necessary. Line of authority shall be observed, and it shall be the
responsibility of the superintendent representing the Contractor to transmit
all necessary orders and instructions.
009-0. AUTHORITY OF ENGINEER. Where specifically contracted for and
authorized in the contract documents, the Engineer shall be the Owner's
representative and shall observe the work in process for the Owner. He shall
make periodic inspections in an effort to protect the Owner against defects
and deficiencies. In so doing, the Engineer does not guarantee performance of
the work but acts in a professional capacity. He does not assume
responsibility of any nature or kind for personal injury, death or property
damage to any person or corporation arising out of the methods, operations or
degree of care exercised by the Contractor or subcontractors in the
performance of the work. The manner and methods in which the Contractor and
his subcontractors perform work pursuant to the Plans and Specifications and
the degree of care exercised with relation thereto, is the exclusive
responsibility of the Contractor.
The Engineer will decide all questions
that may arise as to
interpretation of
the Plans and
Specifications. He
shall also decide
questions as to
acceptability of
materials furnished and
work performed.
009-P. ENGINEER TO DECIDE. All work performed under this contract shall be
done in a first class, workmanlike manner, and, from the viewpoint of the
quality of the finished job, shall be done to the satisfaction of the Engineer
who shall determine the quality of the finished product. The Engineer shall
in all cases determine the amount, quality, acceptability and fitness of the
several kinds of work and materials herein specified.
009-Q. INSPECTION. The improvement shall at all times be subject to
inspection by the Owner and representatives of the State Department of Health,
and the Contractor shall provide proper facilities for such access and
inspection. Such inspection shall not relieve the Contractor from any
obligation to perform said work strictly in accordance with the Plans and
Specifications, and work not so constructed shall be removed and made good by
the Contractor whenever so ordered without reference to any previous oversight
in inspection. This shall apply both to workmanship and materials. All
rejected materials shall be immediately removed from the site of the work, and
shall not again be returned to it. It shall be the duty of the Contractor to
notify the Engineer in advance of the beginning of work after delays,
shutdown, change of work program or change of location.
009-5
The failure or neglect on the part of the Engineer or the Inspector to
inspect, condemn or reject inferior materials or work shall not be construed
to imply an acceptance of same should inferiority become evident at any time
prior to the final acceptance of the work by the Owner, or within the time
limit of one year as set out in Section BBB herein.
009-R. INSPECTOR. The Engineer may appoint an Inspector, who shall
represent him on the work, and such orders as he may give, relative to the
quality of the construction as it relates to the finished project being in
accordance with the Plans and Specifications, shall have the same effect as if
given by the Engineer in person. No work of a permanent nature which cannot
be inspected after completion shall be prosecuted except when an Engineer or
inspector is present. Contractors shall notify the Engineer at last 24 hours
prior to time of commencing work which demands the presence of an Inspector,
except in case an Inspector has been regularly on the job, then 12 hours
notice will be sufficient. The inspection of the work by the Engineer or his
representative shall not, in any way, relieve the Contractor (or obligate the
Engineer) of any of the provisions of the contract as to quality of materials,
performance of the work, safety of the public or safety of the Contractor's
employees. These are the sole responsibility of the Contractor.
The Engineer does not guarantee the performance of the contract by the
Contractor, nor shall his inspection be construed as supervision of actual
construction, nor make him responsible for providing a safe place for the
performance of the work by the Contractor, or the Contractor's employees, or
those of the suppliers, his subcontractors, nor for access, visits, use, work,
travel or occupance by any person, as these responsibilities are covered under
the provisions of this contract and the Contractor's insurance and performance
bond, and are not the responsibility of the Engineer.
009-S. PROTECTION OF PUBLIC UTILITIES. The Contractor shall give
reasonable notice to the owner or owners of steam, gas, water, sewer and other
pipe lines or conduits, overhead and underground wires or other structures,
either public or private, railroads and other owners of property, when such
property is liable to injury or damage by reason of the execution of the work,
in order that the owner or owners of such utility or other property may remove
or protect the same.
If any railroad, or other owner or owners of any property liable to be
affected, endangered or damaged by the construction of the work, does not
protect its or their property, then the Contractor must do so. The Contractor
shall receive no compensation over the unit and lump sum prices specified in
the proposal for the completion of this contract, which prices shall cover
every item of additional cost for all the material and labor necessary to
support, protect, or remove such tracks, pipes, conduits, overhead wires and
structures, and other improvements, during the construction of said work
across, under, over, along, or near the same.
The Contractor shall use every precaution on the work to prevent harm or
accident to the property, passengers, employees, or patrons of public
utilities, either publicly or privately owned, and to any other person
legitimately employed on the premises, and the Contractor shall assume all
liability for damages accruing from an accident, which may be due to his
009-6
Section 009
carelessness, omission or: neglect once work has begun, the Contractor shall
prosecute the work as rapidly; as'x'pbssibler under along and near such property
as may be liable to damage thereby.
Except as provided in the these Specifications, all permits and licenses
required in the prosecution of any and all parts of the work shall be secured
and paid for by the Contractor.
The Contractor shall take such measures as are necessary to protect any and
all pipes, sewers, and other structures belonging to the Owner and shall be
responsible for any damage resulting thereto. The Contractor shall not be
entitled to any damages or extra pay on account of any postponement,
interference, or delay caused by any such structures being on the line of the
work, whether such structures are shown on the Plans or not.
009-T. PROTECTION OF MONUMENTS. The protection of local, state or Federal
' government monuments, street signs or other property is of prime importance.
If the Contractor should destroy such a monument, he shall be responsible for
the cost of replacing such to the satisfaction of the governing agency.
' 009-U. ACCIDENT PREVENTION. Reasonable precautions shall at all times be
exercised for the safety of, employees on the work;.and applicable provisions
• of the federal; state or municipal safety laws and building and construction
' codes shall be observed.
The Department of Labor of the State of Arkansas has prepared a safety code,
Safety Code No. 9, for the guidance of contractors and the protection of
workmen and the public. The Contractor shall familiarize himself with the
• provisions of this code, and shall comply with the rules and regulations
provided therein. The code requirements are enforceable by the Department of
' Labor, and it is the responsibility of the Contractor to see that they are
carried out. The responsibility for the interpretation and implementation of
the provisions of the code does not rest with the Owner, the Engineer, or
itheir representatives.
009-V. USE OF EXPLOSIVES. When the use of explosives is necessary for the
prosecution of the work, the Contractor shall observe all local, state and
' Federal laws in purchasing and handling explosives. The Contractor shall take
all necessary precaution to protect completed work, neighboring property,
water lines, or other underground structures. Where there is danger to
structures or
property from, blasting,
the charges shall be
reduced and the
'
material shall
be covered with suitable
timber, steel or rope
mats.
The Contractor shall notify all owners of public utility property of intention
'
to use explosives at least eight hours before blasting is done close to such
property.
' The Contractor shall submit to the Owner a certificate of insurance covering
such blasting operations. Such insurance shall be in the same amount as is
the public liability requirements under Section 28 of the Instructions to
Bidders.
1
009-7
009-W, DANGER SIGNALS AND SAFETY DEVICES. The Contractor shall take all
necessary precautions to guard against damages to property and injury to
persons. He shall put up and maintain in good condition sufficient red or
warning lights at night and shall provide suitable barricades and other
devices necessary to protect the public. In case the Contractor fails or
neglects to take such precautions, the Owner may put up such lights and
barricades and charge the cost of this work to the contract. Such action by
the Owner does not relieve the Contractor of any liability incurred under
these Specifications or contract.
009-X. PROVISION FOR EMERGENCIES. If, in the absence of the Contractor or
his representative, an emergency shall arise and immediate action shall be
considered necessary in order to protect the public or private or personal
property, then, and in that event, the Owner, with or without notice to the
Contractor, may provide suitable protection to the said interests by causing
such work to be done and material to be furnished and placed as may be
considered necessary and adequate. The cost and expenses of such work and
materials so furnished shall be borne by the Contractor, and if the same shall
not be paid on presentation of the bill therefor, then such costs will be
deducted from any amounts due or to become due the Contractor.
009-Y.
SIDEWALK
CROSSINGS.
The Contractor will provide suitable sidewalk
crossings
wherever
sidewalks
are obstructed.
009-Z. PRIVILEGES OF CONTRACTORS IN STREETS. The Contractor will be
entitled to use such streets, alleys, roadways, or parts of the streets and
alleys as are necessary for the prosecution of the work.
The Contractor will take care to keep streets open for use whenever
practicable; cross streets will be kept open wherever possible.
The Contractor will notify the Fire Chief when a street is closed and shall
again notify him when it is opened for traffic. In case no adequate detour
can be provided, the Contractor will stand in readiness to provide a crossing
in case of any emergency.
009 -AA. LAWS AND ORDINANCES. The Contractor shall keep himself fully
informed of all existing and current ordinances and regulations of the Owner,
and of county, state and federal laws in any way limiting or controlling the
actions or operations of those engaged upon the work, or affecting the
materials supplied to or by them. He shall at all times observe and comply
with all such ordinances, regulations and laws, and shall protect and
indemnify the Owner and its officers and agents against any claims or
liability arising from or based on any violation of the same.
009 -BB. SOURCE OF SUPPLY AND QUALITY OF MATERIALS. The Contractor shall not
start delivery of materials until the Engineer has approved the source of
supply. Only materials conforming to the requirements of these Specifications
will be used in the work and such materials shall be used only after written
approval has been given by the Engineer and only so long as the quality of
said materials remains equal to the requirements of the Specifications. The
Contractor shall furnish approved materials from other sources if for any
reason the product from any source at any time before commencing or during the
009-8
Section 009
prosecution of the work proves unacceptable," After approval, any materials
which have become mixed with or'coated with: dirt or any other foreign
substance during delivery and handling shall not be used in the work,
009 -CC. INSPECTION OF MATERIALS. All materials used and equipment furnished
for the construction of the project shall be subject to test according to
accepted standards, when necessary in the opinion of the Engineer or so
required in these Specifications. The laboratory or inspection agency will be
approved by the Owner. The Contractor will pay for all laboratory inspection
service, except when otherwise provided in these Specifications.
All material shall be subject to the inspection of the Engineer and only such
materials shall be used as are in his opinion suitable or of acceptable
' quality, and in accordance with the terms and conditions of the contract,
Plans, and Specifications. Where required by the Specifications, the
Contractor shall furnish a simple field laboratory for making the most common
' field or plant tests of materials. Where required by the Specifications, the
Contractor shall, in addition, to furnishing the usual samples of materials,
forward to the Engineer or to the laboratory selected by the Engineer, samples
' of materials taken at their source. In case such samples are requested, the
Contractor shall not ship materials from such sources until the source has
been approved by the Engineer. The approval of the source of materials does
not in any way relieve the Contractor from furnishing materials as specified.
009 -DD.
OPEN SPECIFICATIONS.
Where
materials
or
equipment
are
specified by
a trade
or brand name, it is
not the
intention
of
the Owner
to
discriminate
' against an equal product or another manufacturer, but rather to set a definite
standard of quality or performance, and to establish an equal basis for the
evaluation of bids. Where the words "equivalent," "proper," or "equal to" ate
' •used, they shall be understood to mean that the thing referred to shall be
proper, the equivalent of or equal to some things, in the opinion or judgment
• of the Engineer.
' Unless otherwise specified, all materials shall be the best of their
respective kinds and shall be in all cases fully equal to approved samples.
Notwithstanding that the words "are equal to" or other such expression may be
' used in the Specifications in connection with a material, manufactured article
or process, the material, article or process specifically designated shall be
• used, unless a substitute shall be approved in writing by the Engineer, and
the Engineer shall have the right to require the use of such specifically
' designated materials, articles or processes. In case the Owner has good and
sufficient reason to choose a particular brand or product, it reserves the
right to require at the time of the award of the contract or the approval of
the item, the use of said product and pay from its own funds (not federal
matching funds) the net added cost to the Contractor over that of any item
•which would otherwise meet the Specifications.
' 009 -EE. STORAGE OF MATERIALS. Materials shall be stored so as to insure the
preservation of their quality and fitness for.the work. When directed by the
Engineer, they shall be placed on a wooden platform or other hard, clean
' surfaces and not on the ground, and shall be placed under cover when directed.
Stored materials shall be located so as to facilitate prompt inspection.
009-9
009-FF. PATENT RIGHTS. All fees for any patented invention, article, or
arrangement that is used in any manner connected with the construction,
erection or maintenance of the work, or any part thereof embraced in the
contract and these Specifications, shall be included in the price stipulated
in the contract for such work, and the Contractor must protect and hold
harmless the Owner against any and all demands of such fees and claims.
009 -CC. SETTING AND FINAL ADJUSTMENT OF EQUIPMENT. When a particular
manufacturer's equipment is furnished, it shall be the responsibility of the
Contractor to furnish an engineering representative of the manufacturer who
shall supervise the final setting and adjustment of the equipment.
009-HH. SANITARY CONVENIENCES. Sanitary conveniences, consistent with good
health standards and decency, shall be provided for the workmen.
009 -II. DRINKING WATER. The Contractor shall provide safe drinking water
for all workmen. The water shall come from a safe source approved by the
State Department of Health. Water shall be delivered to workmen through an
approved water spigot or angle jet fountain; the use of common drinking cups
will be prohibited.
009-JJ. USE OF WATER. Water, if available, will be furnished without cost
to the Contractor. The Contractor will furnish all material and make all
connections under the supervision of the Owner.
009-KK. SUNDAY, HOLIDAY AND NIGHT WORK. No work shall be done between the
hours of 6:00 p.m. and 7:00 a.m., or on Sundays or legal holidays, except work
as is necessary for the proper care and protection of work already performed,
or in case of any emergency.
It is understood, however, that night work may be
procedure by the Contractor if he first obtains the
Engineer, but that such permission may be revoked at
if the Contractor fails to maintain at night an ad(
for providing finished work in accordance with
Specifications.
established as a regular
written permission of the
any time by the Engineer,
!quate force and equipment
the requirements of the
009 -LL. REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK. All work which has been
rejected or condemned shall be repaired, or if it cannot be satisfactorily
repaired, it shall be removed and replaced at the Contractor's expense.
Defective materials shall be removed immediately from the site of the work.
Work done without lines and grades having been given, work done beyond the
lines, or not in conformity with the grades shown on the Plans, or as given
(save as herein provided), work done without proper inspections, or any extra
or unclassified work done without written authority and prior agreement in
writing as to prices, will be done at the Contractor's risk and will be
considered unauthorized, and at the option of the Engineer may not he measured
and paid for, and may be ordered removed at the Contractor's expense.
Upon the failure of the Contractor to satisfactorily repair, or to remove or
replace, if so directed, rejected, unauthorized or condemned work or materials
immediately after receiving notice from the Engineer, the Engineer shall,
009-10
Section UU9
after giving
written notice..to the Contractor;have
the authority to cause
y...
defective work to be remedied or
t. IL'i•..
removed`.ethr'and
replaced, or to cause
unauthorized
work to be removed and
to deduct the
cost thereof from any
compensation
due or to become due the
Contractor.
009 -MN. TEMPORARY SUSPENSION. The Engineer shall have the authority to
suspend the work wholly or in part for such period or. periods as he may deem
necessary due to unsuitable weather, or such other conditions as are
considered unfavorable for the production of work to meet the requirements of
the Plans and Specifications.
If it should become necessary to stop work for an indefinite period, the
Contractor shall store all materials in such a manner that they will not
obstruct or impede the traveling public unnecessarily nor become damaged in
any way, and he shall take every precaution to prevent damage or deterioration
of the work performed, and shall provide suitable drainage about the work and
erect temporary structures where necessary.
The Contractor shall not suspend work without written authority from the
Engineer and shall proceed, with the work promptly when notified by the
Engineer to resume operations.
009 -NN. LIQUIDATED DAMAGES. The Contractor shall commence work within the
' time limits set out in the contract. If the Contractor fails to complete the
contract within the time stipulated in the proposal and provided in the
contract, the Contractor shall pay the Owner liquidated damages as provided in
' the contract for each calendar day of delay in completion. If the Contractor
be delayed at any time in the progress of the work, or by strikes, lockouts,
fire, unusual delay in transportation, unavoidable casualties or any causes
' beyond' the Contractor's control, or by delay authorized by the Engineer
pending arbitration, or by any cause which the 'Engineer shall decide to
justify the delay, then the time of completion shall be extended for such
reasonable time as the Engineer may decide.
I. No such extensions shall be made for delay occurring more than 7 days before
claim therefor is made in writing to the Engineer. In the case of a
continuing cause of delay only one claim is necessary.
009-00. EXTRA TIME ALLOWANCE. Except as provided in Article 009 -NN above,
no allowance shall be made of additional time for the contract unless the
Contractor shall be delayed or restrained from prosecuting the work or some
part thereof by injunction or other legal proceedings or delay on the part of
the Owner to comply with the obligations imposed upon it by the law of the
contract; provided that the time limit herein provided may be extended by
Resolution or Ordinance of the Owner for any number of days to be stated in
such Resolution or Ordinance. The liability of the Contractor and the Surety
Company shall not be affected or in any manner released by an extension of the
time of the. completion and acceptance thereof. Any extension of the time to
the Contractor by Resolution or Ordinance shall not release the Contractor and
Surety herein from the payment of the liquidated damages as provided for any
period.of time not included in the original contract or the time extension, as
herein provided.
009-11
In no event shall the Owner be liable or responsible to the Contractor,
Surety, or any person, for, or on account of, any stoppage or delay of work
herein provided for by injunction or any other kind of legal, equitable
proceedings, or from or by, or on account of, any delay from any other cause
whatsoever.
009 -PP. MODIFICATIONS AND ALTERATIONS. The Contractor agrees that the Owner
shall have the right, when in its opinion it becomes necessary in the
prosecution of the work to modify the arrangement, character, grade or size of
the work or appurtenances, but such modifications or alterations shall only be
made on the order of the Owner, except as provided in Section 009 -TT herein.
Such order shall be of no effect until the price to be paid for the work or
material under such modified or altered contract has been agreed upon in
writing and signed by the Contractor and the Owner and the Contractor shall
not be allowed to recover anything for work performed or materials used by
reason of any modifications or alteration of this contract, unless an order is
made and agreement signed as aforesaid, nor shall the Contractor in any case
be allowed to recover more for such work and materials than said agreed price.
009-QQ. TRANSFER OF CONTRACT. If the Contractor shall at any time assign,
sell or sublet, pledge or mortgage any part of this contract without the
written consent of the Owner, the same may work as a forfeiture on the part of
the Contractor.
009 -RR. ANNULMENT OF CONTRACT. The power is reserved to the Owner to
suspend or annul the contract in whole or in part or to suspend the doing of
any work thereunder at any time for any failure on the part of the Contractor
to comply with the terms of these Specifications. If the contract be so
suspended or annulled in whole or in part on account of the fault of the
Contractor to fulfill his obligations hereunder, then the Contractor shall not
be entitled to anything on account of damages thereby, nor shall annulment or
suspension in any way affect the right of said Owner to damages and penalties
claimed by it on account of failure of said Contractor; but said annulment or
suspension must be ratified by the Owner before becoming final.
009 -SS. DEFENSE OF SUITS. In case any action at law or suit in equity is
brought against the Owner or any of its officers or agents for or on account
of the failure, omission or neglect of the Contractor or his subcontractors or
his or their employees or agents, to do and perform any of the covenants,
acts, matters or things by this contract undertaken to be done or performed by
the Contractor or his subcontractors or his or their employees or agents, or
for any injury or damage caused by the negligence or alleged negligence of the
Contractor or his subcontractors or his or their employees or agents, the
Contractor shall indemnify and same harmless the Owner, its officers and
agents of and from all losses, costs, actions, or lawsuits as may be brought
as aforesaid.
009 -TT. ESTIMATED QUANTITIES. The Contractor agrees that the quantities of
work as stated in his proposal and bid or indicated on the Plans are only
approximate, and that during the progress of the work the Owner may find it
advisable, and it shall have the right, to omit portions of the work and to
increase or decrease the quantities, and that the Owner reserves the right to
add to or take from any item as may be deemed necessary or desirable. Changes
009-12
in the total amount (such restriction not to apply. to individual items) of the
contract price is not to exceed..10 percent.of.the-,base bid without the written
,-. ms to
consent of the Contractor. Under no circumstances or conditions will the
Contractor be paid anything on account of anticipated profits upon the work or
any portion thereof covered by this contract, which is not actually performed
and which has not actually entered into the construction of said improvements.
009-UU. METHODS OF MEASUREMENTS. Unless specifically stated otherwise in
this contract, no extra measurement or measurements according to local custom
of any kind shall be allowed in measuring the work under this contract, but
only the length, area, solid contents, number, weight or time in standard
units, as the case may be, shall be considered.
009 -VV. PRICES. In consideration of the faithful performance by the
Contractor of all the conditions, provisions and covenants of the contract and
the Specifications, to the satisfaction of the Owner,. the Owner shall pay and
the Contractor shall receive, the prices stipulated in his proposal and bid
attached hereto and made a part hereof, and full compensation for everything
furnished or done by the Contractor under the contract. The Owner also agrees
to pay in addition such amounts as may be agreed upon for alterations and
changes as set out in these Specifications.
009 -WW. MONTHLY ESTIMATES.AND PAYMENTS. On or about the first day of each
I month the Engineer will make an approximate estimate of the value of the work
done and materials furnished in place on the work during the previous calendar
month. He will also include the cost value of freight for equipment and
materials readily accounted' for, but not such items as cement, aggregate,
lumber, nails and miscellaneous items.
The Contractor shall furnish to the Engineer such detailed information as he
' may request to aid him as a guide in the preparation of monthly estimates.
After each such estimate shall have been approved by the Owner, the Owner
shall pay to the Contractor 90 percent of the amount of such estimated value
of materials furnished and work done during said previous calendar month. If
' the Owner shall at any time fail to make the Contractor a monthly estimate at
the time herein specified, such failure shall not be held to vitiate or void
the contract.
009-XX. CLEANING UP. The Contractor shall not allow the site of the work to
become littered with trash and waste materials, but shall maintain the same in
' a neat and orderly condition throughout the construction period. On or. before
the completion of the work, the Contractor shall, without charge. therefor,
carefully clean all paving and clean out all pits, pipes, chambers or
conduits, and. shall tear down and remove all temporary structures built by
' him, and shall remove all rubbish of all kinds from any of the tracts or
grounds which he had occupied, and shall leave them in first class condition.
' 009-YY. ACCEPTANCE OF THE WORK. It shall be the duty of the Engineer to
determine when the work is complete and the contract fulfilled, and to
recommend its acceptance by the Owner.
009-ZZ.
I
FINAL
ESTIMATE
AND
PAYMENT.
After
official approval
and acceptance
of the
work by
the Owner,
the
Engineer
shall
be authorized to
prepare a final
009-13
estimate of the work done under this contract and the value thereof. Such
final estimate shall be submitted to the Owner within 10 days after its
preparation has been authorized as aforesaid. And the Owner shall, within 30
days after said final estimate is made and certified, pay the entire sum so
found to be due hereunder, after deducting all amounts to be kept and retained
under any provisions of this contract. All prior estimates and payments shall
be subject to correction in the final estimate and payment. But, in the
absence of error or manifest mistakes, it is agreed that all estimates, on the
certificate of the Engineer, when approved by the Owner, shall be conclusive
evidence of the work done and materials furnished.
Where part of the monies for construction of the project is being obtained by
grant or loan from Federal agencies, such as often is the case, the final
estimate will not be certified until the project has been approved by the
responsible Federal agency, and the final payment will not be made until the
monies are received from such agency. Consequently, there is under such
circumstances the possibility and likelihood of a delay in making said final
payment in excess of the customary 30 days as is the case when the Owner has
all necessary monies on hand.
009 -AAA. RELEASE OF LIABILITY. No person, firm or corporation, other than
the signer of this contract as Contractor, has any interest hereunder, and no
claim shall be made or be valid, and neither the Owner nor any employees or
agent thereof shall be liable or be held to pay any money, except as herein
provided. The acceptance by the Contractor of the last payment shall operate
as, and shall be, a release to the Owner and every officer and agent thereof,
from all claims and liability to the Contractor for anything done or furnished
for, or relative to the work, or for any act or neglect of the Owner or of any
person relating to or affecting the work.
009 -BBB. CORRECTION OF WORK AFTER FINAL PAYMENT. Neither the final
certificate nor payment nor any provision in the contract documents shall
relieve the Contractor of responsibility for faulty materials or workmanship,
and unless otherwise specified, he shall remedy any defects due thereto and
pay for any damage to other work resulting therefrom, which shall appear
within a period of one year from the date of substantial completion. The
Owner shall give notice of observed defects with reasonable promptness. All
questions arising under this article shall be decided by the Engineer subject
to arbitration.
009-14
aectlon Ulu
S,.P E C IF IC A T I O:N S
n r..
SANITARY SEWER SYSTEM REHABILITATION AND RECONSTRUCTION
FAYETTEVILLE, ARKANSAS
Plans No. Fy-116
Dated April 1983
010-A. SCOPE OF THE WORK. The work to be done under this contract is as
shown on the Plans and provided for in these Specifications, and shall
include the furnishing of all materials, equipment, tools and supplies and
the performing of all labor in the construction of work generally as
follows:
The replacement of approximately 6,475 linear feet of
sanitary sewer line, the plugging of sewer overflow
lines, and the construction of approximately 8 main line
tap repairs. Also included is the construction and/or
rehabilitation of approximately 130 manholes and the
construction and/or repair of asphaltic pavement,
concrete curb and gutter, and concrete sidewalk.
' For line segments schedule to be replaced, unless ductile iron pipe or
Vitrified clay pipe is specifically set out on the Plans and/or in the
Proposal, the Contractor shall furnish and install either vitrified clay
• pipe or acrylonitrile-butadiene-styrene (ABS) composite sewer pipe, at his
option, of the size and at the locations shown on the Plans.
010-B. COMPLETION DATE AND LIQUIDATED DAMAGES. The Contractor shall
' complete the work provided for in these Specifications within ninety (90)
calendar days from the effective date of the Notice to Proceed. Liquidated
damages as provided in the contract shall be two hundred dollars ($200.00)
per day for each calendar day of delay in completion beyond the time
'stipulated herein and provided in the contract.
010-C. SEQUENCE OF THE WORK. It is the intent of these Specifications
' that the new. sewer line segment shall be laid in the same trench and along
the same alignment as the existing sewer line unless otherwise shown on the
Plans or. directed by the Engineer.
' The Contractor shall be responsible for disconnecting existing service
connections, removing and replacing the existing sewer line, air testing the
new sewer line, reconnecting the existing service lines, and backfilling the
' sewer line, all within one calendar day for each line segment shown on the
Plans. Furthermore, the Contractor has seven calendar days to complete
cleanup on each individual line segment as set out in Section 900.
' Sewer lines will be included on partial payment estimates only when every
item of work required to construct each individual sewer line segment has
1
010-1
been completed, including reconnection of existing services, trench
backfill, cleanup, topsoiling, fertilizing, seeding and mulching. (Seeding,
fertilizing and mulching shall only be done between the months of March
through October.) When seeding, fertilizing and mulching cannot be
completed (during the months of November through February), an additional
10 percent retainage on work under these bid items shall be withheld until
completion.
The Contractor shall also be responsible for providing bypass pumping as is
necessary during the time of construction.
The Contractor shall notify the City of Fayetteville, Arkansas, and all
sewered customers affected by the construction one day in advance of
beginning work on the proposed line segment.
Prior to beginning work, the Contractor shall submit a schedule of proposed
work which shows the number of construction crews to be utilized, and a
proposed schedule for each crew indicating the order of work for that crew,
subject to the approval of the Engineer.
010-D. SPECIAL PROVISIONS OF THE CONTRACT. This set of contract
documents includes several provisions which are called to the particular
attention of the Contractor. They include the following:
1. Insurance. Among the above referred to provisions certain bond and
insurance requirements are set out. It should be noted that some of
these provisions are clarified or superseded by provisions set out in
the Instructions to Bidders.
2. Special Provisions of Arkansas Law. Attention is called to Sections 24
and 27 of the Instructions to Bidders, which point out the obligation
of the Contractor to withhold state income taxes on wages paid and to
comply with the provisions of Act 125 of the 1965 Arkansas Legislature
regarding payment of certain taxes on material and equipment.
010-F. SAFETY AND HEALTH REGULATIONS. The provisions covering safety
standards and accident prevention as set out in the General Conditions are
particularly called to the attention of the Contractor.
In order to protect the lives and health of his employees under the
contract, the Contractor shall comply with all pertinent provisions of the
"Manual of Accident Prevention in Construction" issued by the Associated
General Contractors of America, Inc., and shall maintain an accurate record
of all cases of death, occupational disease and injury requiring medical
attention or causing loss of time from work arising out of and in the course
of employment on work under the contract.
The Department of Labor of the State of Arkansas refers to the Federal
Register (OSHA Regulations) for the guidance of contractors and the
protection of workmen and the public. The Contractor shall familiarize
himself with the provisions of the Register and shall comply with the rules
and regulations provided therein.
010-2
section uiu
The Register requirements,are.enforceable by,the;Department of Labor, and it
is the responsibility .. `Contractor''td''seie that they are carried out.
The responsibility for the interpretation and implementation of the
provisions of the Register does not rest with the Owner, the Engineer, or
their representatives. The Contractor alone shall be responsible for the
safety, efficiency and adequacy of his plant, appliances, and methods and
for any damage which may result from their failure or their improper
construction, maintenance or operation.
Although the Engineer and his personnel may recognize safety hazards and in
such case will require that changes be made to reduce or eliminate the
hazards, the Engineer by such action does not take the responsibility as
safety engineer for the Contractor. Neither does such action indicate that
the Engineer or his personnel are trained, safety engineers. It means only
that a specific safety hazard has been recognized in the ordinary course of
engineering inspection of the technical aspects of the work being done and
such hazard has been called to the attention of the Contractor.
Any safety procedures initiated by the Engineer shall not be construed as
supervision of the Contractor's work force, nor make him responsible for
providing ,a safe place for the performance of the work by the Contractor or
the Contractor's employees or those of the suppliers, his subcontractors,
nor for access, visits, use, work, travel, or occupance by any person, as
these responsibilities are covered under the provisions of the contract and
the Contractor's insurance and performance bond and cannot be the
responsibility of the Engineer.
' 010-F. QUALITY OF THE PLANS. The Plans have been made with care, but
cannot be expected to be correct in every detail when some of the conditions
to be encountered are underground. The Contractor shall work in close
' cooperation with the City operating personnel in locating underground lines
in advance so as to reduce damage to the lines resulting in disruption of
service and added cost to the Contractor.
The Owner reserves the right to make normal changes in location, length, or
grade of pipe as will facilitate construction, provide for better service,
' or reduce the construction costs to keep within the monies provided for this
work.
It is expected that the Contractor may find minor discrepancies as to
' dimensions or other details which might not fit the materials approved for
construction. When such discrepancies or needed changes are found, the
Engineer shall be notified immediately. If such items are of significant
importance, they shall be presented to the Engineer in writing.
Where the Plans provide for rock excavation and other general conditions, it
is understood that this information is placed in the Plans and proposal for
t general bidding information and as an aid to the Contractor. The placing of
such information in no way obligates the Owner as to the correctness of this
information.
' It is the express intent of these Plans and Specifications that the
• Contractor has made his own investigation of conditions to be encountered,
010-3
and the filing of a bid hereunder constitutes the acceptance of this
provision.
010-C. ELEVATION DATA. Elevations as shown are assumed elevations.
010-P. LANDS AND RIGHTS OF WAY. The work is to be constructed on
property owned by the City of Fayetteville and on privately owned property.
The City of Fayetteville will provide easements for work to be performed on
private property.
010-I. PROTECTING AND REPLACING UTILITY SERVICES. In some instances the
pipe will be installed under, alongside and over existing utility services.
Much of the time these will be difficult to locate, and in some instances
impractical to locate. The Contractor shall be responsible for locating and
protecting or repairing and replacing such services.
The various utility owners, the Owner (water mains and sewers), gas company
(gas lines), telephone company (cable and conduits) and others not named
will cooperate with the Contractor in helping locate the underground
services, but cannot afford to keep men on the job full time.
Where the Contractor cannot make adequate repairs, the various utilities
will make repairs to all services, and such costs will be charged to the
Contractor. The Contractor shall make arrangements for this service with
the various utilities either before the bid is presented or before
construction starts.
The Plans do not indicate location of sewer services. The Contractor shall
speedily repair all broken services and shall make sure that the line is
clean and there are no obstructions or rough pipe left to catch waste
material.
The Plans show a portion of the line to be laid adjacent to power lines. It
shall be the responsibility_ of the Contractor to make any arrangements with
the power company for "tying off" poles. It also shall be the
responsibility of the Contractor to take whatever steps are necessary to
provide for the safety of the workmen and equipment when working in the
vicinity of these power lines.
010-J. TRAFFIC CONTROL. Traffic control on state or federal highways
shall be conducted and maintained as set forth in the "Manual on Uniform
Traffic Control Devices" as published by the U. S. Department of
Transportation, Federal Highway Administration. The following data sheets
are intended as guidelines for typical sign dimensions and application for
various types of installations.
010-K. OPEN SPECIFICATIONS. Where materials or equipment are specified
by a trade name, it is not the intention of the Owner to discriminate
against an equal product of another manufacturer, but rather to set a
definite standard of quality or performance and to establish an equal basis
for the evaluation of bids. Where the words "equivalent," "proper," or
"equal to" are used, they shall be understood to mean that the thing
010
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010-6
Section 010
referred to shall be proper, the equivalent of, or equal to some things, in
the opinion or judgment ofthe Engineer.
Even though the words "or equal to" or other such expressions may be used in
the Specifications in connection with a material, manufactured article, or
process, the material, article, or process specifically designed shall be
used, unless a substitute shall. be approved in writing by the Engineer; and
the Engineer shall have the right to require the use of such specifically
designated material, article, or process.
The words "equal to" shall also mean that the cost to the Owner shall be no
greater in extra concrete, piping, grading, etc., for items which are to be
furnished at a unit price. In case basic changes in units are made in order
to use equipment required because of unit changes, the Contractor shall
furnish all necessary detailed drawings for the Engineer's approval.
In addition to the above factors, the "or equal" shall also include the
ability of the supplier to supervise, in certain instances, the construction
of the work and the quality of his engineering organization and the ability
to provide service after the works are complete..
Unless otherwise
specified,
all
materials shall be
the best
of their
respective kinds
and shall in
all
cases be fully equal
to approved
samples.
■ 010-L. NOTICE TO PROCEED. After the contract bonds and insurance have
been furnished to the Owner and the contract has been executed, the Engineer
' will issue a Notice to Proceed designating the date the work will begin.
Such Notice to Proceed will be issued within thirty (30) days of the date of
signing of the contract. By mutual agreement between the Engineer and
' Contractor, issuance of the Notice to Proceed may be delayed if there is a
delay in obtaining materials, equipment or rights of way, or other factors
beyond the control of the Contractor or Owner.
010-M. PAYMENT FOR EXTRA WORK. Whenever work is required which is not
provided for under these Plans, Specifications and contract, or work which
is not in keeping with the general work for which there are unit prices, the
' Contractor shall perform the work as directed by the Engineer and shall
receive as compensation therefor the total cost of the work based upon the
actual Contractor's expense, plus 15 percent. for overhead and profit. Such
expense shall include insurance and bonds, but shall not include overhead of
' any other nature. No extra work shall be performed except upon the written
order of the Engineer..
' 010-N. CONTINUING RESPONSIBILITY OF CONTRACTOR. The Contractor shall be
responsible for faulty materials and workmanship; and, unless otherwise.
specified, he shall remedy any defects due thereto and pay for any damage to
I
other work resulting therefrom which shall appear within a period of one
year from date of substantial completion. The Owner shall give notice of
observed defects with reasonable promptness. All questions arising under
this article shall be decided by the Engineer, subject to arbitration.
1
1
010-7
u.. V. l lv\l V11
GENERAL
During the period from July 1977 through October 1978, a Sewer System
Evaluation Survey was performed for the City of Fayetteville, Arkansas. The
conclusion of the above referenced survey demonstrated the existence of
excessive infiltration and inflow.
Under this contract, the Contractor shall rehabilitate probable inflow
sources in six of the original twenty designated minisystems in the City of
Fayetteville. Work shall be performed in Minisystems 2, 4, 7, 8, 11 and 16.
This work shall be considered a demonstration project to determine the
effectiveness of inflow removal. Consequently, flow monitoring will be
conducted prior to reconstruction and/or rehabilitation and immediately
following such reconstruction and/or rehabilitation.
The Contractor is advised that the City of Fayetteville will also be
conducting sewer system rehabilitation in these areas and the Contractor
under this contract shall, cooperate to the fullest with City forces in the
area.
A copy of the Sewer System Evaluation Survey and attendant data shall be
made available to qualified bidders for review at the locations set out in
the Advertisement for Bids.
Additionally, a copy
of relevant
sections of the Fayetteville Sewer
System
Evaluation Survey and attendant
data shall be made available
to the
Contractor during the
performance
of this contract.
011-A. FORMAT. A table listing the proposed general rehabilitation
methods to be performed under this project is set out in Table 011-A below.
The rehabilitation code listed for each method is the basis of reference for
the Plans and these Specifications.
Also listed in this table are the approximate number of cost-effective
occurrences to be rehabilitated under this contract.
' TABLE 011-A
Cost-
' Rehab. Effective
Code Rehabilitation Method Occurrences
1 1 Plug Overflow at Exit 2
8 Replace Section or Entire Main Line 17
• 18 Excavate & Repair Faulty Main Line Tap
under Pavement 7
' 19 Excavate & Repair Faulty Main Line Tap
under Easement 2
• 23 Realign and Grout Casting, MH in Street 3
I.
24 Realign and Grout Casting, MH in Easement 4
25 Regrout Casting to Cone 15
I
Cost -
Rehab,
Effective
Code
Rehabilitation Method
Occurrences
27
Clean MH Walls, Fill Small Cracks,
& Waterproof Walls
28
28
Clean MH Walls, Plug Large Cracks,
& Waterproof Walls
11
29
Clean MH Walls, Plug Large Cracks, Plaster
& Waterproof Walls
7
30
Excavate MH in Easement & Repair Line Connection
from Outside
3
31
Excavate MH in Street & Repair Line Connection
from Outside
5
32
Replace MH
1
33
Raise MH to Street Level, 0-2"
4
34
Raise MH to Street Level, 2-18"
5
35
Raise MH to Street Level, 18" Up
0
36
Raise MH to Grade in Easement, 0-12"
2
37
Raise MH to Grade in Easement, 12" Up
1
38
Raise MH above Grade in Easement
42
40
Plug Vent Holes & Raise Casting to Street Level
1
011-2
QC..l1Vll VYV
CLEARING RIGHTS OF WAY,
CUTTING AND REPAIRING*FENCES
040-A. CLEARING RIGHTS OF WAY. Parts of construction are indicated on the
Plans as being through lawns, gardens, brush, timbered areas and fields of
tall grass. Clearing of these areas shall be in conformance with the
Specifications hereinafter set out depending upon the area of work.
There is not an extra pay item for the clearing of rights of way or for the
disposing of brush, timber or other debris resulting from the clearing
operation.
1. Brush, Timbered Areas, Fields. Where construction is indicated on the
Plans as being through brush, timbered areas, and fields of tall grass, the
Engineer shall stake the general location of the rights of way. The
Contractor shall clear the rights of way of brush and other debris and do such
right of way construction as is necessary to provide a relatively level
working area. Upon completion of this work, the Engineer will then provide
line and grade stakes required for construction.
In clearing right of way the Contractor shall remove only those trees
necessary for the construction of the line. Where sewer lines are to be
constructed in close proximity with shade trees or other fine trees, the
Contractor will be expected to work near the trees without removing or
damaging them and shall remove only such trees as are flagged by the Engineer.
All brush, timber and other debris required to be removed from the
construction of the work shall be hauled from the site and disposed of at the
option of the Contractor.
A portion of the work is across private property in which livestock is at
large. It is the responsibility of the Contractor to see that the livestock
is kept in the original pastures. It has been found that wilted wild cherry
leaves are poisonous to livestock. Consequently, wherever wild cherry is
removed or damaged, the branches shall be removed immediately from the site of
the work, and shall be burned or disposed of so that it will be impossible for
the livestock to have access to them.
2. Lawns, Gardens and Other Well -Kept Areas. Where construction is shown on
the Plans as being through lawns, gardens, or other well -kept areas, the
Engineer shall stake the general location of the rights of way, and shall
provide line and grade stakes. The Contractor shall then clear any debris
from the rights of way. All shrubbery, small trees (less than 4 inches in
diameter), and other items of landscape shall either be protected or shall be
replaced at the Contractor's expense.
All limbs and other debris requiring removal shall be hauled from the site and
disposed of at the option of the Contractor.
3. Fences - Cutting and Repairing. The Plans show fences to be crossed
during the course of construction. Prior to clearing the right of way, the
Contractor shall install a braced post assembly on each side of the right of
040-1
way so that when the fence is cut, the tension on the fence is not reduced.
He shall then construct temporary gates so as to maintain livestock in the
original pasture during construction.
After all construction, including cleanup, is complete, the fences shall be
rebuilt to equal or better than original condition, using new posts and wire.
The wire used in rebuilding of the openings shall be of the same general type
of the existing fences. Posts shall be pressure treated pine, having a
minimum top diameter of 4 inches.
Where removal, replacement or repair of
required, the fence shall be repaired
original condition, and be of the size
Contractor shall retain a professional
There is not an extra pay item for the i
chain link, wooden, or other fences is
or rebuilt to equal or better than
and type of the existing fence. The
fence company to perform this work.
emoval or repair of fencing.
C
040-2
JecLlon UJV
Storage & Handling
STORAGE AND HANDLING
M
OF MATERIALS
050-A. GENERAL. The Contractor shall be responsible for all material
furnished by him and shall replace at his own expense all such material found
defective in manufacture or damaged in handling after delivery by the
manufacturer. This shall include the furnishing of all material and labor
required for the replacement of installed material discovered defective prior
to the final acceptance of the work.
050-B. STORAGE OF MATERIALS. The Contractor shall be respbnsible for the
safe storage of material furnished by or to him and accepted by him, and
intended for the work, until it has been incorporated in the completed
project. The interior of all pipe, fittings and other accessories shall be
kept free from dirt and foreign matter at all times. Valves and hydrants
shall be drained and stored in a manner that will protect them from damage by
freezing. All materials shall be stored in strict conformance to the
manufacturer's'recommendations.
050-C. HANDLING OF MATERIALS. All materials furnished by the Contractor
shall be delivered and distributed at the site by the Contractor.
Pipe, fittings, valves, hydrants, and accessories shall be loaded and unloaded
by lifting with hoists or skidding so as to avoid shock or damage. Under no
circumstances shall such materials be dropped. Pipe handled on skidways shall
not be skidded or rolled against pipe already on the ground.
In distributing the
material
at the site of
the
work, each
piece shall be
unloaded opposite or
near the
place where it is
to
be laid in
the trench.
Care of Pipe Coating and Lining. Pipe shall be so handled that the coating
and lining will not be damaged. However, if any part of the coating or lining
is damaged, the repair shall be made by the Contractor at his expense in a
manner satisfactory to the Engineer.
050-1
Section 090
Bypass Pumping
BYPASS PUMPING
090-A. GENERAL. The work to be included in this section of the
Specifications consists of furnishing all pumps, conduits, labor, supervision,
equipment, appliances, and materials necessary to perform all operations in
connection with bypass pumping of sewage flows, to divert the flow of sewage
around the line section(s), or manholes .in which work or testing is to be
performed.
090-B. PUMPING CAPACITY. The bypass system shall be of sufficient capacity
to handle existing flows plus additional flow that may occur during periods of
a rainstorm. The Contractor will be responsible for furnishing the necessary
labor and supervision to set up and operate the pumping and bypassing system.
All engines shall be equipped in a manner to keep the pump noise to a minimum.
090-C. BYPASS. PUMPING. On all line segments where parallel line segment
construction is not indicated, it shall be the responsibility of the
Contractor to provide bypass pumping of raw sewage from one manhole to another
manhole in order to eliminate flow through a section of sewer pipe and to
prevent back-up and overflow of sewage. The Contractor shall be responsible
for plugging off and pumping down the sewer lines in the designated areas, and
to correct any problems which may arise as a result of the pumping operations.
The sewer line shall be pumped down from an upstream manhole to a downstream
manhole using trailer mounted pumps of sufficient size and capacity as set out
in Section 090-B above. Such pumping operations shall continue until such
time as the sewer line replacement is successfully completed, the new sewer
line air tested, and all service lines reconnected.
' 090-D. FLOW CONTROL PRECAUTIONS. Whenever flows in a sewer line are blocked,
plugged or bypassed, it shall be the responsibility of the Contractor to take
sufficient precautions to protect the sewer lines from damage that might be
inflicted by excessive sewer surcharging. Further, precautions must be taken
to ensure that sewer flow control operations do not cause flooding or damage
to public or private property being served by the sewers involved.
' 090-E. PAYMENT. There shall be no separate pay item for bypass pumping. All
bypass pumping shall be considered as subsidiary to pipe laying.
090-1
Section U95
Surface Removal
SURFACE REMOVAL
095-A.
GENERAL. The work to be included
under
this section of the
Specifications shall consist of providing all
materials,
labor,
equipment,
tools,
and incidentals necessary for removing
surfaces
within the
limits of
lawns,
gardens, mowed, cultivated, or other well -kept
areas or
within the
limits
of any paved or unpaved driving surface,
curb and
gutter, or
sidewalk.
This specification does not apply to state or interstate highways, or driving
surfaces, within railroad rights of way unless otherwise directed by the
Engineer.
095-B. ALLOWABLE REMOVAL. In all areas where sewer lines, manholes, and
other appurtenances are to be constructed and/or repaired, the surface shall
be removed prior to excavating the trench. There is no pay item for surface
removal and surface removal shall be considered part of trench excavation.
The allowable limits of removal are dependent upon the type of area in or
through which construction occurs, and are set out below. No payment for
surface repair will be made outside the width of allowable removal.
1. Lawns, Gardens, Mowed or Cultivated Areas, and Other Well -Kept Areas. In
these areas, the Contractor shall excavate the top 6 inches of topsoil
from the ditch line and store such along the ditch line so that it does
not become mixed with the remaining excavation.
The width of allowable surface removal shall be the standard trench width
as shown on the detail sheet of the Plans, or, the depth of the trench to
the existing sewer flow line at its deepest point, whichever is greater.
The length of ground cover removed for the installation of pipe,
fittings, manholes, or other appurtenances shall be the linear dimension
of such structure plus 6 inches.
2. Wooded and Rocky Areas. In wooded or rocky areas the ground cover shall
be removed as set out in Section 095-B.1 above except that the Contractor
is not required to separate and store the top 6 inches of topsoil along
the ditch line.
3. Driving Surfaces. Excavation within the limits of any driving surface,
including paved and gravel streets or roads, driveways or parking areas
shall be in accordance with the following specifications.
The Contractor shall remove pavement and road surface as a part of the
trench. excavation, and the amount removed shall depend upon the width of
trench specified for the, installation of pipe, and the width and length
of pavement area required to be removed for the installation of pipe,
fittings, manholes, and other appurtenances.
The Contractor shall use such methods, either drilling, chipping or
' sawing as will assure the breaking of the pavement along straight lines.
The face of the remaining pavement shall be approximately vertical.
Driving surface pavement and road surfaces shall be removed to the
1
095-1
Surface Removal
dimensions set out below depending upon the type of driving surface to be '
removed.
a. Asphaltic Pavement Removal. Asphaltic pavements shall be removed in I
accordance with the dimensions set out below.
(1) Removal of Pavement Around Existing Manhole Rings and Lids. A
square cut shall be made in the pavement within an area
extending 18 inches each side of the manhole ring. The
pavement and underlying base and/or subgrade material shall
then be removed to the depth necessary to expose the ring and
lid. This material shall be hauled from the site and disposed
of at the option of the Contractor.
(2) Removal of Pavement Around Manholes. Where an existing manhole
is to be removed and/or a new manhole is to be constructed, a
square cut shall be made in the pavement within an area
extending 18 inches each side of the outside manhole wall. The
pavement and underlying material shall be removed to the depth
necessary for the manhole removal and/or construction.
(3) Removal of Pavement for Sewer Line Construction. The width of
asphaltic pavement removed along the normal trench line for the
removal and/or installation of pipe, fittings, or other
appurtenances shall be the standard trench width as defined on
the detail sheet of the Plans plus 18 inches each side of the
standard trench.
The length of the asphaltic pavement to be removed for the
installation of pipe, fittings, or other appurtenances shall be
the linear dimension of such structure plus 6 inches.
b. Concrete Pavement Removal. Concrete pavements shall be removed in
accordance with the dimensions set out below.
(1) Removal of Pavement Around Existing Manhole Rings and Lids. A
square cut shall be made in the concrete pavement within an
area extending 12 inches each side of the manhole ring. The
pavement and underlying base and/or subgrade material shall be
removed to the depth necessary to expose the ring and lid. The
material shall be hauled from the site and disposed of at the
option of the Contractor.
(2) Removal of Pavement Around Manholes. Where an existing manhole
is to be removed and/or a new manhole is to be constructed, a
square cut shall be made in the concrete pavement within an
area extending 12 inches each side of the outside manhole wall.
The pavement and underlying material shall be removed to the
depth necessary for the manhole removal and/or construction.
(3)
Removal
of Pavement for Sewer Line
Construction.
The
width
of
concrete
pavement removed along the
normal trench
line
for
the
I
I
095-2
JCLLSVll VJJ
Surface Removal
removal and/or installation of pipe, fittings, or other
. y.s
appurtenancest�shall be the normall trench width as defined on
the detail sheet of the Plans plus 12 inches on each side of
the trench.
The length of the concrete pavement to be removed for the
installation•of pipe, fittings, or other appurtenances shall be
the linear dimension of such structure plus 6 inches.
c: Unpaved Driving Surfaces. The width and length of unpaved driving
surface removal shall be the same as that set out for asphaltic
pavement removal set out in Section 095-B.3.a of these
Specifications. .
4. Sidewalk and Curb and Gutter Removal. Sidewalk and curb and gutter shall
only be removed as shown on the Plans or at the direction of the
Engineer. The width of concrete removed when so directed shall be the
standard trench width as shown on the plans plus 18 inches each side of
the trench.
5. Additional Surface Removal. Wherever, in the opinion of the Engineer,
existing conditions make it necessary or advisable to remove additional
surfaces, the Contractor shall remove it as directed by the Engineer. No
extra compensation: will be allowed for the extra surface removal.
However, additional payment will be made at the unit price bid for the
appropriate surface repair/replacement item as set out under the Methods
of Measurement and Payment section of these Specifications.
However, if the Contractor removes or damages pavements beyond the limits
specified above without approval of the Engineer, such surfaces shall be
replaced or repaired at the expense of the Contractor.
095-3
Section 099
REPLACEMENT OF LINE SEGMENTS
099-A.
GENERAL.
The
location
and grade of sewer line segments to be
replaced
are shown
on the
Plans.
Unless ductile iron pipe or vitrified clay pipe is specifically set out on
the Plans and/or in the Proposal, the contractor shall furnish and install
either vitrified clay pipe or acrylonitrile-butadiene-styrene (ABS)
composite sewer pipe, at his option, of the size and at the locations shown
on the Plans,
It is the intent of these Specifications that the new sewer line segment
shall be laid in the same trench and along the same alignment as the
existing sewer line unless otherwise shown on the Plans or directed by the
Engineer.
The Contractor shall be responsible for disconnecting existing service
connections, removing and replacing the existing sewer line, air testing the
new sewer line, reconnecting the existing service lines, and backfilling the
sewer line, all within one calendar day for. each line segment shown on the
Plans. Furthermore, the Contractor has seven calendar days to complete
cleanup on each individual line segment as set out in Section 900.
Sewer lines will be included on partial payment estimates only when every
item of work required to construct each individual sewer line segment has
been completed, including reconnection of existing services, trench
backfill, cleanup, topsoiling, fertilizing, seeding and mulching. (Seeding,
fertilizing and mulching shall only be done between the months of March
through October.) When seeding, fertilizing and mulching cannot be
completed (during the months of November through February), an additional
10 percent retainage on work under these bid items shall be withheld until
completion.
The Contractor shall also be responsible for providing bypass pumping as is
necessary during the time of construction.
The Contractor shall notify the City of Fayetteville, Arkansas, and all
sewered customers affected by the construction, one day in advance of
beginning work on the proposed line segment.
099-B. MATERIALS AND CONSTRUCTION. Materials and construction shall be
in accordance with the Pipe Specifications, dependent upon the type of pipe
used.
099-1
• Section 100
VCP Sewer
VITRIFIED CLAY SEWER PIPE AND
VITRIFIED CLAY SEWER PIPE FITTINGS
100-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all labor, equipment, tools,
supplies, and incidentals necessary for the construction of vitrified clay
pipe sanitary sewer lines. The work shall include every item of construction
necessary fora complete and acceptable installation as shown on the Plans and
hereinafter specified.
100-B. MATERIALS.
1. Vitrified Clay Sewer Pipe. All vitrified clay sewer pipe shall conform
to the Extra Strength Provisions of ASTM Designation C-700, latest
revision.
2. Vitrified Clay Sewer Pipe Fittings. All vitrified clay sewer pipe
fittings shall conform to the Extra Strength Provisions of ASTM
Designation C-700, latest revision.
3. Factory -Installed Joints. All vitrified clay pipe and vitrified clay
pipe fittings shall have factory installed joints as follows:
a. Vitrified clay pipe joints 18 inches and smaller shall conform to
the requirements of ASTM Standard Specification for Compression
Coupling for Vitrified Clay Plain -End Pipe, ASTM Designation C-425,,
latest revision.
b. Vitrified clay pipe joints 21 inches and larger shall conform to the
requirements of ASTM Standard Specifications for Compression Joints
for Vitrified Clay Bell and Spigot Pipe, ASTM Designation C-425,
latest revision.
4. Vitrified Clay Pipe Joint Lubricant. Joint lubricant shall be provided
by the pipe manufacturer.
5. Vitrified Clay Pipe Bedding Gravel. Gravel used for bedding of vitrified
clay pipe and vitrified clay pipe fittings shall be crushed limestone,
Class SB-2, as defined in Section 306 of the 1978 Edition of the Arkansas
State Highway Department Specifications. The crushed limestone supplier
shall submit certificates stating that the materials provided are in
accordance with these Specifications. NOTE: There is no special pay
item for vitrified clay pipe bedding gravel. This item shall be
considered subsidiary to the vitrified clay pipe.
6. Crushed Stone Trench Backfill. Crushed limestone trench backfill (where
required) shall be Class SB-2, as defined in Section 306 of the 1978
Edition of the Arkansas State Highway -Department Specifications. The
crushed limestone supplier shall submit certificates stating that the
materials provided are inaccordance with these Specifications. NOTE:
This item shall be paid for at the unit price bid in the proposal, and as
set out in Methods of Measurement and Payment.
100-1
VCP Sewer
7. Independent Laboratory Inspection. All vitrified clay pipe and vitrified
clay pipe fittings furnished and installed on this project shall be
inspected and tested by the manufacturer. The manufacturer shall furnish
to the Engineer, prior to delivery, certificates stating that all pipe
will be manufactured in compliance with these Specifications. The
certificate shall also fully describe the pipes proposed to be furnished.
If evidence appears that all provisions of the applicable ASTM Standards
have not been complied with after the pipe has been delivered, the Owner
will require such field testing and sampling as necessary for certified
statements of compliance to the provisions of said standards to be
furnished by an approved independent laboratory. The cost for the
testing and sampling or job delay will be the responsibility of the pipe
supplier if the pipe is not in compliance. The Owner will pay the cost
of the testing and sampling if the pipe is in compliance with the
Specifications; however, the Owner will not be responsible for job delay.
The independent laboratory shall be one which may be chosen by the pipe
manufacturer and approved by the Engineer.
100-C. VITRIFIED CLAY PIPE SEWER LINE CONSTRUCTION.
I. Installing Vitrified Clay Pipe. Vitrified clay pipe and vitrified clay
pipe fittings shall be installed in conformance with the "Standard
Recommended Practice for Installing Vitrified Clay Pipe Lines," ASTM
Designation C12, latest revision, and in conformance with the
Specifications hereinafter set out.
2. Construction Sequence. Construction of sanitary sewers shall begin at
the low point of the line and continue in orderly succession throughout
the work. Any deviation from this procedure shall be made only with the
specific approval of the Engineer, and only after the right of way has
been cleared and the entire section staked and all elevations carefully
checked by the Engineer.
Unless specifically
approved
by
the Engineer,
appurtenances such as
fittings, manholes,
etc. shall
be
constructed as
the work progresses.
3. Requirements Preparatory to Trench Excavation. In all areas where sewer
lines, manholes, or other appurtenances are to be constructed and/or
repaired, the existing surface shall be removed prior to excavating the
trench. There is no pay item for these requirements and shall be
considered part of the trench excavation. These requirements are
dependent upon the type of area in which sewer line construction occurs
and are set out in Section 095 of these Specifications.
4. Excavation and Prepz
the pipe can be laid
excavated only so
Section 100.C.4.c of
and drained that the
is essential that
conducted to natural
tration of Trench. The trench shall be dug so that
to the alignment and depth required, and it shall be
far in advance of pipe laying as set out in
these Specifications. The trench shall be so braced
workmen may work therein safely and efficiently. It
the discharge of any trench dewatering pumps be
drainage channels, drains or sewers.
100-2
Section 100
VCP Sewer
a. Trench Depth and' -Pipe Bedding. The tr n ch shall be excavated to at
least, 4 inches and`•not more than 6 "inches below the established
grade as shown on the Plans. The vitrified clay pipe shall then be
bedded in a crushed limestone bedding as set out in Section 100—B.5
of these Specifications. The pipe shall be bedded from a point
4 inches below the bottom of the pipe barrel to the pipe springline
by the full width of the excavated ditch. The bedding shall be
placed and shaped so as to provide an uniform and continuous bearing
support for the pipe at every point along the pipe barrel.
All overexcavation below the pipe shall be backfilled with pipe
bedding material at the Contractor's expense. The additional
material required will be placed in 3 inch lifts and hand or machine
tamped. This procedure will be repeated until the established grade
has been reached.
b. Width. The excavated sewer trench shall not exceed the width as
shown on the standard detail sheet of the Plans at any point from
the trench bottom to a point 12 inches above the top of the pipe
barrel.
If the Contractor overexcavates the trench, he shall provide
additional pipe bedding gravel or concrete as necessary to prevent
crushing of the sewer pipe due to excessive earth loads. All
additional bedding material or concrete required shall be furnished
at the Contractor's expense.
c. Length. The Engineer shall have the right to limit the amount of
trench excavated in advance of laying the pipe. In general, such
excavation shall not exceed 300 feet, and trench excavated to grade
shall not exceed 150 feet.
Every trench in rock shall be fully opened at least 50 feet in
' advance of the place where pipe is being laid or masonry work is in
process.
' 5. Excavation in Poor Soil and Refilling to Grade. Where the bottom of the
trench at subgrade is found to be. unstable or to include ashes, cinders,
all types of refuse, vegetable •or other organic materials, or large
I. pieces of fragments of inorganic material which in the judgment of the
Engineer should be removed, the Contractor shall excavate and remove such
unsuitable material to the width and depth ordered by the Engineer.
Before the pipe is laid, the subgrade shall be made by backfilling with
I. trench backfill gravel as set out in Section 100-B.6 of the
Specifications, in 3 inch uncompacted layers. The layers shall be hand
or machine tamped as directed by the Engineer so as to provide a uniform
' and continuous bearing and support for the pipe at all points along the
pipelength. Payment will be made for the additional trench backfill
required in accordance with the Method of Measurement and Payment Section
of these Specifications. However, no additional compensation will be
made to the Contractor for the additional excavation.
• 6. Bracing and Shoring. The sides of any excavation, when deemed necessary,
'shall be properly supported with bracing, shoring or sheeting as the need
100-3
PCP Sewer
may be. Such bracing and shoring shall be withdrawn as the work '
progresses. In case the excavation is close enough to buildings or other
foundations as to endanger their stability by the removing of such
bracings, then they shall be made secure and left in place, and the sewer
trench backfilled and thoroughly tamped with the bracing in place. The
Contractor will not be paid for such bracing, sheeting, or shoring
whether it is withdrawn or left in the trench.
7. Removal of Water and Muck. The Contractor shall provide sufficient pumps
and other necessary equipment to keep the trench free of water which may
accumulate. If the bottom of the trench becomes soft and muddy, the
Contractor shall remove all such soft material and replace it with dry
loam, sand, or crushed limestone bedding gravel at his own expense. '
Under no conditions will vitrified clay pipe sewer be laid in a trench
that has not been properly dewatered.
8. Laying Vitrified Clay Pipe Sewers - Factory Jointed Pipe. Vitrified clay
sewer pipe shall be laid on a firm bed, as previously specified, in
perfect conformity with lines and levels given. The pipe shall be laid
with even bearing on the bottom of the trench, which shall be shaped and
prepared to conform to the form of pipe. Niches of sufficient dimensions
shall be cut in the bottom of the trench to give perfect clearance to the
sleeve or bell end of the pipe, but no larger than is necessary to make a
proper joint.
In jointing vitrified clay pipe, the mating surfaces shall be wiped free
of dust, dirt, gravel, or other foreign materials prior to the
application of the lubricant. The vitrified clay pipe shall be connected
by first brushing upon the mating surfaces the proper lubricant as
recommended by the pipe manufacturer. The spigot end shall then be
centered on grade into the bell end of the last downstream clay pipe
length and shoved "home" and properly seated with the application of a
moderate force by a pry or lever device. To protect the pipe and
coupling when using a pry bar, a timber fulcrum shall be inserted into
the coupling end of the pipe. The timber fulcrum shall extend a minimum
of 1/2 inch past the end of the pipe.
The
coupling end of
the pipe in all cases
shall be laid toward the high
end
of the sewer.
a. Connections to New Manholes. Where manholes are to be constructed
over newly constructed line segments, or at the ends of newly
constructed vitrified clay pipe line segments, a vitrified clay pipe
nipple or short stub with flexible compression joints shall be used
at the manhole walls.
b. Connections to Existing Manholes and Pipe Sewers. Connections to
existing manholes and pipe sewers (main or service sewers) shall be
made in conformance with Section 100-C.14 of these Specifications.
9. Pipe Protection Cover and Backfill. Pipe protection cover and backfill
shall be placed in accordance with Section 146 of these Specifications.
100-4
Section 100
VCP Sewer
N�.
10. Cleanup. Cleanup shall be in accox
Specifications.
11. Infiltration. After the contract is
infiltration, or pipe leakage, for new
exceed 200 gallons per day per mile of
dance♦3'with Section 900 of these
completed and the ditch settled,
sewer line construction, shall not
pipe per inch of pipe diameter.
If infiltration or leakage exceeds this amount, the Contractor shall make
such repairs as are necessary, to bring infiltration or leakage within
specified limits. The Contractor shall test the line by blocking off the
various sections of pipe, filling the line with water and measuring the
leakage.
12. Testing. Vitrified, clay pipe sewer lines shall be air tested in
accordance with Section 190 of these Specifications with the following
exception. Any line segment on which only a partial replacement has been
performed shall not be air tested.
13. Replacement and Repair of Driving Surfaces, Sidewalks, curb and Gutter.
Replacement and repair of driving surfaces, sidewalks, and curb and
gutter shall be made in accordance with Section 300 of these
Specifications.
I. 14. Special Connections to Existing Manholes and Existing Pipe Sewers. Where
manholes are to• be constructed over or at the end of the newly
constructed vitrified clay pipe sewers, such connections shall be made in
' accordance with Section 100-C.8.a of these Specifications. Where an
entire line segment is to be replaced between existing manholes, and no
new manhole construction is indicated on the Plans, the connections to
I existing manholes or pipe sewers shall be made in conformance with the
following Specifications. All work shall be in a workmanlike manner so
as not to damage any other.structures involved.
I a. Connection of Newly Constructed Sewer Lines to 'Existing Manholes.
Unless otherwise directed by the Engineer, connections of newly
constructed sewer lines to existing manholes shall be made at the
' first pipe joint outside the manhole wall, and shall be dependent
upon the condition of that joint. After excavation, if the joint is
determined by the Engineer to be sound and usable, the existing
bell -end gasket shall be removed from the pipe and disposed of by
' the Contractor. The pipe shall be thoroughly cleaned inside for a
distance of one foot up the existing sewer line and a new pipe
gasket of the appropriate diameter installed. The new pipe sewer
I. shall then be installed according to the line and grade as shown on
the Plans and in accordance with Sections 100-C.1 and 100-C.8 of
these Specifications.
If the first pipe joint outside the manhole wall is determined by
the Engineer to be partially usable, the Contractor, at his option,
may use either of the methods set out below to connect newly
constructedsewer lines to existing manholes.
100-5
VC'.L IL lyy
VCP Sewer
If the first pipe joint outside the manhole wall is determined by
the Engineer to be totally unusable, a connection through the
manhole wall shall be made as set out in 14.a.(2) below.
(1) Use of Couplings. The Contractor may use the proper straight,
transition, or other coupling of the appropriate diameter(s) to
connect the existing sewer line to the newly constructed sewer
line. The coupling shall be located so that all existing pipe
between the coupling and the manhole is sound and free from
defects. The Contractor will be required to cut the existing
pipe joint back to a point so the remainder of the pipe is fit
and usable.
All couplings shall be manufactured by the pipe manufacturer
and made specifically for the type of pipe connection being
made, or shall be Fernco pipe connectors, or equal. All
couplings or connectors shall be installed in accordance with
the manufacturer's recommendations.
(2) Connections Through Manhole Walls. If couplings are not used,
the Contractor shall make a tie to he existing manhole by
drilling, chipping or jack -hammering a hole of sufficient
diameter for the installation of the pipe sewer in the existing
manhole wall. Unless otherwise shown on the Plans, the pipe
sewer shall be installed at the same invert elevation as the
existing pipe. A vitrified clay pipe nipple or short stub with
flexible compression joints shall be used at the manhole wall.
After the pipe is installed the manhole -to -pipe connection
shall be repaired using a non -shrink grout. The repair shall
be watertight. Any damage to the manhole caused during the
connection construction shall be repaired by the Contractor at
his expense.
b. Pipe to
Pipe Connections.
The Plans show the location of line
segments
to be replaced, where
the line segment
to be replaced is a
partial
replacement and does
not begin and terminate
at manholes;
proper straight,
transition,
or other couplings
as provided by the
pipe manufacturer,
or as manufactured
by Fernco,
or equal, shall be
used to
join the ends of the
newly constructed
line segment to the
existing
sewer line.
All
pipe
couplings or
connectors shall be installed in accordance
with
the
manufacturer's
recommendations.
15. Sewer Service Reconnections. All existing service lines disturbed or
broken during the construction of the new sanitary sewer lines shall he
reconnected to the newly constructed sewer line after the sewer line has
been air tested.
During construction, sewer service ties or wves shall be placed on the
downstream side of the existing sewer service line to make the service
connection as shown on the Plans and hereinafter specified. Tapping the
100-6
Section 100
VCP Sewer
newly constructed sewer line shall only be allowed at the direction of
the Engineer.
After air testing, the sewer service lines shall be reconnected as shown
on the Plans, according to the type of main pipe line, and size and type
of service line. All new service lines installed shall have a minimum
diameter of 4 inches. If the existing service line has a diameter larger
than 4 inches, the new service line shall have a diameter equal to that
of the existing service line. the Contractor shall be responsible for
providing all couplings and fittings necessary for transition from one
pipe type or size to another type or size of pipe.
All couplings shall be manufactured by the pipe manufacturer and made
specifically for the type of pipe connection being made, or shall be
Fernco pipe connectors, or equal. All couplings or connectors shall be
installed, in accordance with the manufacturer's recommendations.
Ii
100-7
Section 110
DIP Sewer
DUCTILE IRON SEWER PIPE AND
DUCTILE IRON SEWER PIPE FITTINGS
110-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all materials, labor, equipment,
tools, supplies, and incidentals necessary for the construction of ductile
iron pipe sanitary sewer lines. The work shall include every item of
construction necessary for a complete and acceptable installation as shown on
the Plans and hereinafter specified.
110-B. MATERIALS.
1. Ductile Iron Pipe. All ductile iron pipe shall conform to the
requirements of the "Standard Specification for Ductile Iron Gravity
Sewer Pipe" ASTM A 746, latest revision, and shall be thickness Class 50,
unless otherwise shown on the Plans.
2. Ductile Iron Pipe Fittings. All fittings shall be ductile iron fittings
' and shall conform to the requirements of AWWA C110, latest revision. All
fittings shall have a minimum pressure rating of 150 pounds per square
inch unless otherwise shown on the Plans.
• 3. Ductile Iron Pipe Joints. All ductile iron pipe and ductile iron pipe
• fittings shall have rubber gasket joints in conformance with ANSI/AWWA
C111/A-21.11, latest revision, for either push on joints or mechanical
joints.
4. Cement Mortar Lining. All ductile iron pipe and ductile iron pipe
' fittings shall have a standard thickness cement mortar lining in
conformance to ANSI/AWWA C104/A-21.4.
5. Outside Coating. All ductile iron pipe shall have an outside coating.
I The coating shall be a bituminous coating approximately 1 mil thick. The
coating shall be factory applied to the outside of all pipe and fittings.
The finished coating shall be continuous, smooth, neither brittle when
exposed to the cold, nor sticky when exposed to the sun, and shall be
strongly adherent to the pipe or fitting.
6. Ductile Iron Pipe Joint Lubricant. Joint lubricant shall be provided by
Ithe pipe manufacturer.
7. Ductile Iron Pipe Bedding Gravel. No fl -2 pipe bedding gravel shall be
' required except for driving surfaces and curb and gutter crossings (see
Section 110-C.4.a of these Specifications). Gravel used for bedding
ductile iron pipe at driving surfaces and curb and gutter crossings shall
' be crushed limestone, Class SB-2, as defined in Section 306 of the 1978
Edition of the Arkansas State Highway Department Specifications. The
crushed limestone supplier shall submit certificates stating that the
materials provided are in conformance with these Specifications. NOTE:
' There is no special pay item for ductile iron pipe bedding gravel. This
item shall be considered subsidiary to the ductile iron pipe.
JCCl1V11 11V
DIP Sewer
8. Crushed Stone Trench Backfill. Crushed limestone trench backfill (where
required - see Section 110-C.5 of these Specifications) shall be Class
SB-2, as defined in Section 306 of the 1978 Edition of the Arkansas State
Highway Department Specifications. The crushed limestone supplier shall
submit certificates stating that the materials provided are in
conformance with these Specifications. NOTE: This item shall be paid
for at the unit price bid in the proposal, and as set out in Methods of
Measurement and Payment.
9. Independent Laboratory Inspection. All ductile iron pipe and ductile
iron pipe fittings furnished and installed on this project shall be
inspected and tested by the manufacturer. The manufacturer shall furnish
to the Engineer, prior to delivery, certificates stating that all pipe
will be manufactured in compliance with these Specifications. The
certificate shall also fully describe the pipes proposed to be furnished.
If evidence appears that all provisions of the applicable ASTM Standards
have not been complied with after the pipe has been delivered, the Owner
will require such field testing and sampling as necessary for certified
statements of compliance to the provisions of said standards to be
furnished by an approved independent laboratory. The cost for the
testing and sampling or job delay will be the responsibility of the pipe
supplier if the pipe is not in compliance. The Owner will pay the cost
of the testing and sampling if the pipe is in compliance with the
Specifications; however, the Owner will not be responsible for job delay.
The independent laboratory shall be one which may be chosen by the pipe
manufacturer and approved by the Engineer.
110-C. DUCTILE IRON PIPE SEWER LINE CONSTRUCTION.
1. Installing Ductile Iron Pipe. Ductile iron pipe and ductile iron pipe
fittings shall he installed in conformance with the recommendations of
AWWA C600, latest revision, and in conformance with the Specifications
hereinafter set out.
2. Construction Sequence. Construction of sanitary sewers shall begin at
the low point of the line and continue in orderly succession throughout
the work. Any deviation from this procedure shall be made only with the
specific approval of the Engineer, and only after the right of way has
been cleared and the entire section staked and all elevations carefully
checked by the Engineer.
Unless specifically approved by the Engineer, appurtenances such as
fittings, manholes, etc. shall be constructed as the work progresses.
3. Requirements Preparatory to Trench Excavation. In all areas where sewer
lines, manholes, or other appurtenances are to be constructed and/or
repaired, the existing surface shall be removed prior to excavating the
trench. There is no pay item for these requirements and shall he
considered part of the trench excavation. These requirenents are
dependent upon the type of area in which sewer line construction occurs
and are set out in Section 095 of these Specifications.
110-2
Section 110
DIP Sewer
4. Excavation and Preparation of Trench.. ;The' trench shall be dug so that
the. pipe can be laid to'the alignment and depth required, and it shall be
excavated only so far in advance of pipe laying as set out in
Section 110.C.4.c of these Specifications. The trench shall be so braced
and drained that the workmen may work therein safely and efficiently. It
is essential that the discharge of any trench dewatering pumps be
conducted to natural drainage channels, drains or sewers.
a. Trench Depth and Pipe Bedding. The trench shall be excavated to at
least 4 inches and not more than 6 inches below the established
grade as shown on the Plans. The ductile iron pipe shall then be
bedded in a bedding material of good earth, sand, or gravel, free
from large stones or organic material. The pipe shall be. bedded from
a point 4 inches below the bottom of the pipe barrel to the pipe
springline by the full width of the excavated ditch. The bedding
shall be placed and shaped so as to provide an uniform and
continuous bearing support for the pipe at every point along the
pipe barrel.
All overexcavation below the pipe shall be backfilled with pipe
bedding materialat the Contractor's expense. The additional
material required will be placed in 3 inch lifts and hand or machine
tamped. This procedure will be repeated until the established grade
has been reached.
Driving Surfaces and Curb and Gutter. Where the sewer line
excavation is within the limits and approximately perpendicular to
or crossing curb and gutter or driving surfaces, including paved and
unpaved roads, driveways or parking lots, the pipe bedding material
shall be SB-2 crushed limestone as set out in Section 110-B.7 of
these Specifications.
b. Width. The excavated sewer trench shall not exceed the width as
shown on the standard detail sheet of the Plans at any point from
the trench bottom to a point 12 inches above the top of the pipe
barrel.
If the Contractor overexcavates the trench, he shall provide
additional pipe bedding gravel or concrete as necessary to prevent
crushing of the sewer pipe due to excessive earth loads. All
additional bedding material or concrete required shall be furnished
at the Contractor's expense.
c. Length. The Engineer shall have the right to limit the amount of
trench excavated in advance of laying the pipe. In general, such
excavation shall not exceed 300 feet, and trench excavated to grade
shall not exceed 150 feet.
Every trench in rock shall be fully opened at least 50 feet in
advance of the place where pipe is being laid or masonry work is in
process.
110-3
DIP Sewer
5. Excavation in Poor Soil and Refilling to Grade. Where the bottom of the
trench at subgrade is found to be unstable or to include ashes, cinders,
all types of refuse, vegetable or other organic materials, or large
pieces of fragments of inorganic material which in the judgment of the
Engineer should be removed, the Contractor shall excavate and remove such
unsuitable material to the width and depth ordered by the Engineer.
Before the pipe is laid, the subgrade shall be made by backfilling with
trench backfill gravel as set out in Section 110-B.8 of these
Specifications, in 3 inch uncompacted layers. The lavers shall be hand
or machine tamped as directed by the Engineer so as to provide a uniform
and continuous bearing and support for the pipe at all points along the
pipe length. Extra payment will be made for the additional trench
backfill required in accordance with the Method of Measurement and
Payment Section of these Specifications. However, no additional
compensation will be made to the Contractor for the additional
excavation.
6. Bracing and Shoring. The sides of any excavation, when deemed necessary,
shall be properly supported with bracing, shoring or sheeting as the need
may be. Such bracing and shoring shall be withdrawn as the work
progresses. In case the excavation is close enough to buildings or other
foundations as to endanger their stability by the removing of such
bracings, then they shall be made secure and left in place, and the sewer
trench backfilled and thoroughly tamped with the bracing in place. The
Contractor will not be paid for such bracing, sheeting, or shoring
whether it is withdrawn or left in the trench.
7. Removal of Water and Muck. The Contractor shall provide sufficient pumps
and other necessary equipment to keep the trench free of water which may
accumulate. If the bottom of the trench becomes soft and muddy, the
Contractor shall remove all such soft material and replace it with dry
loam, sand, or crushed limestone bedding gravel at his own expense.
Under no conditions will ductile iron pipe sewer be laid in a trench that
has not been properly dewatered.
8. Laying Ductile Iron Pipe Sewers. Ductile iron sewer pipe shall be laid
on a firm bed, as previously specified, in perfect conformity with lines
and levels given. The pipe shall be laid with even bearing on the bottom
of the trench, which shall be shaped and prepared to conform to the form
of pipe. Niches of sufficient dimensions shall be cut in the bottom of
the trench to give perfect clearance to the sleeve or bell end of the
pipe, but no larger than is necessary to make a proper joint. The pipe
shall then be installed in accordance with Section 110-C.1 of these
Specifications.
The coupling end of the pipe in all cases shall be laid toward the high
end of the sewer.
a. Connections to New Manholes. Pipe connections to manholes are a
constant source of potential trouble. In order to ensure that pipe
will not break immediately adjacent to the manhole, care shall be
taken that excavation for the manhole bottom is limited to the area
to be filled with concrete. The Contractor shall support pipe
110-4
Section 110
DIP Sewer
is
entering the manhole ALL
under the pipe anup to
b. Connections to Existing
existing manholes and pi
made in conformance with
¼.-
OF. THE WAY-.xoA.solid bedding by backfilling
midspring'line with concrete.
Manholes and Pipe Sewers. Connections to
pe sewers (main or service sewers) shall be
Section 110—C.14 of these Specifications. .
9. Pipe Protection Cover and Backfill. Pipe protection cover and. backfill
shall be placed in accordance with Section 146 of these Specifications.
10. Cleanup. Cleanup shall be in accordance with Section 900 of these
Specifications.
11. Infiltration. After the contract is completed and the ditch settled,
infiltration, or pipe leakage, for new sewer line construction, shall not
exceed 200 gallons per day per mile of pipe per inch of pipe diameter.
If infiltration or leakage exceeds this amount, the Contractor shall make
such repairs as are necessary to bring infiltration or leakage within
' specified limits. The Contractor shall test the line by blocking off the
various sections of pipe, filling the line with water and measuring the
leakage.
' 12. Testing. Ductile iron pipe sewer lines shall be air tested in accordance
with Section 190 of these Specifications with the following exception.
Any line segment on which only a partial replacement has been performed
shall not be air tested.
13. Replacement and Repair of Driving Surfaces, Sidewalks, Curb and Gutter.
Replacement and repair of driving surfaces, sidewalks, and curb and
gutter shall be made in accordance with Section 300 of these
Specifications.
14. Special Connections to Existing Manholes and Existing Pipe Sewers. Where
manholes are to be constructed over or at the end of the newly
constructed ductile iron pipe sewers, such connections shall be made in
accordance with Section 110-C.8 of these Specifications. Where an entire
line segment is to be replaced between existing manholes, and no new
manhole construction is indicated on the Plans, the connections to
existing manholes or pipe sewers shall be made in conformance with the
following Specifications.
a. Connection of Newly Constructed Sewer Lines to Existing Manholes.
Unless otherwise directed by the Engineer, connections of newly
constructed sewer line to existing manholes shall be made at the
first pipe joint outside the manhole wall, and shall be dependent
upon the condition of that joint. After excavation, if the joint is
determined by the Engineer to be sound and usable, the existing
bell -end gasket shall be removed from the pipe and disposed of by
the Contractor. The pipe shall be thoroughly cleaned inside for a
distance of one foot up the existing sewer line and a new pipe
gasket of the appropriate diameter installed. The new pipe sewer
shall then be installed according to the line and grade as shown on
110-5
DeCLiUll 11V
DIP Sewer
the Plans and in accordance with Sections 110-C.1 and 110-C.8 of
these Specifications.
If the first pipe joint outside the manhole wall is determined by '
the Engineer to be partially usable, the Contractor, at his option,
may use either of the methods set out below to connect newly
constructed sewer lines to existing manholes.
If the first pipe joint outside the manhole wall is determined by
the Engineer to be totally unusable, a connection through the
manhole wall shall be made as set out in 14.a.(2) below.
(1) Use of Couplings. The Contractor may use the proper straight,
transition, or other coupling of the appropriate diameter(s) to
connect the existing sewer line to the newly constructed sewer
line. The coupling shall be located so that all existing pipe
between the coupling and the manhole is sound and free from
defects. The Contractor will be required to cut the existing
pipe joint back to a point so the remainder of the pipe is fit
and usable. ■
All couplings shall be manufactured by the pipe manufacturer,
and made specifically for the type of pipe connection being
made, or shall be Fernco pipe connector, or equal. All
couplings or connectors shall be installed in accordance with
the manufacturer's recommendations.
(2) Connections Through Manhole Walls. If couplings are not used,
the Contractor shall make a tie to he existing manhole by
drilling, chipping or jack -hammering a hole of sufficient
diameter for the installation of the pipe sewer in the existing
manhole wall. Unless otherwise shown on the Plans, the pipe
sewer shall be installed at the same invert elevation as the
existing pipe. After the pipe is installed, the
manhole -to -pipe connection shall be repaired using a non -shrink
grout. The repair shall be watertight. Any damage to the
manhole caused during the connection construction shall be
repaired by the Contractor at his expense.
b. Pipe to Pipe Connections. The Plans show the location of line
segments to be replaced. where the line segment to be replaced is a
partial replacement and does not begin and terminate at manholes;
proper straight, transition, or other couplings as provided by the
pipe manufacturer, or as manufactured by Fernco, or equal, shall be
used to join the ends of the newly constructed line segment to the
existing sewer line.
All
pipe
couplings or
connectors shall be installed in accordance
with
the
manufacturer's
recommendations.
15. Sewer
Service
Reconnections.
All
existing service
lines disturbed
or
broken
during
the construction
of
the new sanitary sewer
lines shall
be
110-0
Section 110
DIP Sewer
reconnected to the newly. constructed sewer„)fine after the sewer line has
been air tested.
During construction, sewer service ties or wyes shall be placed on the
downstream side of the existing sewer service line to make the service
connection as shown on the Plans and hereinafter specified. Tapping .the
newly constructed sewer line shall only be allowed at the direction of
the Engineer.
After air testing, the sewer service lines shall be reconnected as shown
on the Plans; according to the type of main pipe line, and size and type
of service line. All new service linesinstalled shall have a minimum
diameter of 4 inches. If the existing service line has a diameter larger
than 4 inches, the new service line shall have a diameter equal to that
of the existing service line. the Contractor shall be responsible for
providing all couplings and fittings necessary for transition from one
pipe type or size to another type or size of pipe.
All couplings shall be manufactured by the pipe manufacturer, and made
specifically for the type of pipe connection being made, or shall be
Fernco pipe connector, or equal. All couplings or connectors shall be
installed in accordance with the manufacturer's recommendations.
I
I
I
I
110-7
Section 140
ABS Composite
ACRYLONITRILE-BUTADIENE-STYRENE. (ABS)
COMPOSITE SEWER PIPE
140-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all labor, equipment, tools,
supplies, and incidentals necessary for the construction of
acrylonitrile-butadiene-styrene (ABS) pipe sanitary sewer lines. The work
shall include every item of construction necessary for a complete and
acceptable installation as shown on the Plans and hereinafter specified.
140-B. MATERIALS.
1. Acrylonitrile-Butadiene-Styrene (ABS) Composite Sewer Pipe. All ABS
composite sewer pipe shall conform to the requirements of ASTM D-2680,
latest revision. The thermoplastic material shall be a virgin rigid ABS
plastic and shall conform to the requirements of ASTM Specification
D-1788 for cell classification 2-2-3.
The ABS composite pipe shall consist of two concentric thermoplastic
tubes integrally braced across the annulus. The resultant annular space
is to be filled with Portland cement perlite concrete to provide
continuous support between inner and outer tubes.
2. Acrvlonitrile-Butadiene-Styrene (ABS) Composite Sewer Pipe Fittings. All
ABS composite sewer pipe fittings shall conform to the requirements of
ASTM D-2680, latest revision.
3. Factory -Applied Joints. All pipe shall have factory applied type SC
joints on one end. The inert pipe filler shall also be factory -sealed on
the joint end of the pipe.
' 4. Joint Primer and Cement. Primer for priming solvent cemented joints
shall be MEK (methyl ethyl ketone) and the cement shall be MEK containing
a minimum of 20 weight .% of dissolved ABS. All primer and cement shall
I be supplied by the pipe manufacturer.
5. ABS Composite Pipe Bedding Gravel. Gravel used for bedding of ABS
composite pipe and ABS composite pipe fittings shall be crushed
' limestone, Class SB-2, as defined in Section 306 of the 1978 Edition of
the Arkansas State Highway Department Specifications. The crushed
limestone supplier shall submit certificates stating that the materials
I. provided are in accordance with these Specifications. NOTE: There is no
special pay item for ABS composite pipe bedding gravel. This item shall
be considered subsidiary to the ABS composite pipe.
' 6. Crushed Stone Trench Backfill. Crushed limestone trench backfill (where
required) shall be Class SB-2, as defined in Section 306 of the 1978
Edition. of the Arkansas State Highway Department Specifications. The
' crushed limestone supplier shall submit certificates stating that the
materials provided are in accordance with these Specifications.
140-1
ABS Composite
NOTE: This item shall be paid for at the unit price bid in the proposal,
and as set out in Methods of Measurement and Payment.
7. Special Pipe Cover. Special pipe cover (where required - see Section
140-C.9 of these Specifications) shall be as set out for bedding gravel,
Section 140-B.5 of these Specifications. NOTE: There is no special pay
item for special pipe covers.
8. Independent Laboratory Inspection. All ABS composite pipe and ABS
composite pipe fittings furnished and installed on this project shall be
inspected and tested by the manufacturer. The manufacturer shall furnish
to the Engineer, prior to delivery, certificates stating that all pipe
will be manufactured in compliance with these Specifications. The
certificate shall also fully describe the pipes proposed to be furnished.
If evidence appears that all provisions of the applicable ASTM Standards
have not been complied with after the pipe has been delivered, the Owner
will require such field testing and sampling as necessary for certified
statements of compliance to the provisions of said standards to be
furnished by an approved independent laboratory. The cost for the
testing and sampling or job delay will be the responsibility of the pipe
supplier if the pipe is not in compliance. The Owner will pay the cost
of the testing and sampling if the pipe is in compliance with the
Specifications; however, the Owner will not be responsible for job delay.
The independent laboratory shall be one which may be chosen by the pipe
manufacturer and approved by the Engineer.
140-C. ACRYLONITRILE-BUTADIENE-STYRENE (ABS) COMPOSITE PIPE SEWER LINE
CONSTRUCTION.
1. Installing ABS Composite Pipe. ABS composite pipe and ABS composite pipe
fittings shall be installed in conformance with the "Standard Recommended
Practice for Underground Installation of Flexible Thermoplastic Sewer
Pipe" ASTM Designation D2321, latest revision, and in conformance with
the Specifications hereinafter set out.
2. Construction Sequence. Construction of sanitary sewers shall begin at
the low point of the line and continue in orderly succession throughout
the work as directed by the Engineer. Any deviation from this procedure
shall be made only with the specific approval of the Engineer, and only
after the right of way has been cleared and the entire section staked and
all elevations carefully checked by the Engineer.
Unless specifically
approved
by
the Engineer,
appurtenances such as
fittings, manholes,
etc. shall
be
constructed as
the work progresses.
3. Requirements Preparatory to Trench Excavation.
lines, manholes, or other appurtenances are
repaired, the existing surface shall be remove
trench. There is no pay item for these
requirements shall be considered part of the
requirements are dependent upon the type of
In all areas where sewer
to be constructed and/or
d prior to excavating the
requirements and these
trench excavation. These
area in which sewer line
140-2
v a.V V1VLL s-,
ABS Composite
construction occurs ..and are. set out, in Section 095 of these
Specifications. 5;i`
4. Excavation and Preparation of Trench. The trench shall be dug so that
the pipe can be laid to the alignment and depth required, and it shall be
excavated only so far in advance of pipe laying as set out in
Section 140-C.4.c of these Specifications. The trench shall be so braced
and drained that the workmen may work therein safely and efficiently. It
is essential that the. discharge of any trench dewatering pumps be
conducted to natural drainage channels, drains or sewers.
a. Trench Depth and Pipe Bedding. The trench shall be excavated to at
least 4 inches and not more than 6 inches below the established
grade as shown on the Plans.. The ABS composite pipe shall then be
bedded in •a crushed limestone bedding as set out in Section 140-B.5
of these Specifications. The pipe shall be bedded from a point
4 inches below the bottom of the pipe barrel to the pipe springline
by the full width of the excavated ditch. The bedding shall be
placed and shaped so as to provide an uniform and continuous bearing
support for the pipe at, every point along the pipe barrel.
All overexcavation below the pipe shall be backfilled with pipe
bedding material at the Contractor's expense. The additional
material required will be placed in 3 inch lifts and hand or machine
tamped. This procedure will be repeated until the established grade
has been reached.
b. Width.. The excavated sewer trench shall not exceed the width as
shown on the standard detail sheet of the Plans at any point from
the trench bottom to a point 12 inches above the top of the pipe
barrel.
If the Contractor overexcavates the trench, he shall provide
additional pipe. bedding gravel or concrete as necessary to prevent
crushing of the sewer pipe due to excessive earth loads. All
additional bedding material required shall be furnished at the
Contractor's expense.
c. Length. The Engineer shall have the right to limit the amount of
trench excavated in advance of laying the pipe. In general, such
excavation shall not exceed 300 feet, and trench excavated to grade
shall not exceed 150 feet.
Every trench in rock shall be fully opened at least 50 feet in
advance of the place where pipe is being laid or masonry work is in
process.
5. Excavation in Poor Soil and Refilling to Grade. Where the bottom of the
trench at subgrade is found to be unstable or to include ashes, cinders,
all types of refuse, vegetable or other organic materials, or large
pieces of fragments of inorganic material which in the judgment of the
Engineer should be removed, the Contractor shall excavate and remove such
unsuitable material to the width and depth ordered by the Engineer.
140-3
V..t. L 1VLL L1V
ABS Composite
Before the pipe is laid, the subgrade shall be made by backfilling with
trench backfill gravel as set out in Section 140-B.6 of these
Specifications in 3 inch uncompacted layers. The layers shall be hand or
hand or machine tamped as directed by the Engineer so as to provide an
uniform and continuous bearing and support for the pipe at all points
along the pipe length. Extra payment will be made for the additional
trench backfill required in accordance with the Method of Measurement and
Payment Section of these Specifications. However, no additional
compensation will be made to the Contractor for the additional
excavation.
6. Bracing and Shoring. The sides of any excavation, when deemed necessary,
shall be properly supported with bracing, shoring or sheeting as the need
may be. Such bracing and shoring shall be withdrawn as the work
progresses. In case the excavation is close enough to buildings or other
foundations as to endanger their stability by the removing of such
bracings, then they shall be made secure and left in place, and the sewer
trench backfilled and thoroughly tamped with the bracing in place. Such
work shall be done under the direction of the Engineer. The Contractor
will not be paid for such bracing, sheeting, or shoring whether it is
withdrawn or left in the trench.
7. Removal of Water and Muck. The Contractor shall provide sufficient pumps
and other necessary equipment to keep the trench free of water which may
accumulate. If the bottom of the trench becomes soft and muddy, the
Contractor shall remove all such soft material and replace it with dry
loam, sand, or crushed limestone bedding gravel at his own expense.
Under no conditions will ABS composite pipe sewer be laid in a trench
that has not been properly dewatered.
8. Laying ABS
pipe shall
conformity
bearing on
to conform
cut in the
or bell enc
joint.
Composite Pipe
be laid on a
with lines and
the bottom of
to the form of
bottom of the
of the pipe, t
Sewers - Factory Jointed Pipe. ABS composite
firm bed, as previously specified, in perfect
levels given. The pipe shall be laid with even
the trench, which shall be shaped and prepared
pipe. Niches of sufficient dimensions shall be
trench to give perfect clearance to the sleeve
ut no larger than is necessary to make a proper
In jointing ABS composite pipe, the mating surfaces shall be wiped free
of dust, dirt, gravel, or other foreign materials prior to the
application of the primer. The ABS composite pipe shall be connected by
first brushing upon the mating surfaces the proper primer as recommended
by the pipe supplier.
The primer shall be liberally applied to the outside of the spigot and
inside of the coupling using "Johnny Mops" or other brushes as provided
by the pipe manufacturer. The cement shall be immediately applied to the
same mating surfaces. The spigot end of the pipe shall then be centered
on grade into the bell end of the last downstream ABS pipe length and
shoved "home" with 1/4 turn rotation. The joint shall be made within one
minute of the cement application. The coupling end of the pipe in all
cases shall be laid toward the high end of the sewer.
140-4
Section 14U
ABS Composite
a. Connections to flew Manholes. Pipe , connections to manholes are a
constant source of= potential trouble.,d ! In order to ensure that pipe
will not break immediately adjacent to the manhole, care shall be
taken that excavation for the manhole bottom is limited to the area
to be filled with concrete. The Contractor shall support pipe
entering the manhole ALL OF THE WAY to solid bedding by backfilling
under the pipe and up to midspring line with concrete.
Additionally, manhole waterstops as provided by the pipe
manufacturer shall be installed on the pipe prior to pouring the
manhole.
b. Connections to Existing Manholes and Pipe Sewers. Connections to
existing manholes and pipe sewers (main or service sewers) shall be
made in conformance with Section 140-C.16 of these Specifications.
9. Pipe Protection Cover and Backfill. Pipe protection cover and backfill
shall be placed •in accordance with Section 146 of these Specifications.
10. Special Pipe Cover. In areas where groundwater is evident, a minimum of
12 inches of special pipe cover as defined in Section 140-B.7 shall be
placed over the top of the pipe prior to backfilling the trench. There
shall be no special pay item for this work and the special pipe cover
shall be considered subsidiary to pipe laying.
11. Cleanup. Cleanup shall be in accordance with Section 900 of these
Specifications.
12. Infiltration. After. the contract is completed and the ditch settled,
infiltration, or pipe leakage, for new sewer line construction shall not
exceed 200 gallons per day per mile of pipe per inch of pipe diameter.
If infiltration or leakage exceeds this amount, the Contractor shall make
such repairs as are necessary to bring infiltration or leakage within
specified limits. The Contractor shall test the line by blocking off the
various sections of pipe, filling the line with water and measuring the
leakage.
13. Air Testing. ABS composite pipe sewer lines shall be air tested in
accordance with Section 190 of these Specifications with the following
exception: any line segment on which only a partial replacement has been
performed shall not be air tested.
14. Mandrell Test. On all line segments which have been replaced using ABS
composite pipe, the Contractor shall pull a mandrell through the line
segment (except line segments on which only a partial replacement has
been performed).
15. Replacement and Repair of Driving Surfaces, Sidewalks, Curb and. Gutter.
Replacement and repair of driving surfaces, sidewalks, and curb and
gutter shall be made in accordance with Section 300 of these
Specifications.
140-5
ABS Composite
16. Special Connections to Existing Manholes and Existing Pipe Sewers. Where
manholes are to be constructed over or at the end of the newly
constructed sewers, such connections shall be made in accordance with
Section 140-C.8.a of these Specifications. Where an entire line segment
is to be replaced between existing manholes, and no new manhole
construction is indicated on the Plans, the connections to existing
manholes or pipe sewers shall be made in conformance with the following
Specifications. All work shall be in a workmanlike manner so as not to
damage any other structures involved.
a. Connection of Newly Constructed Sewer Lines to Existing Manholes.
Unless otherwise directed by the Engineer, connections of newly
constructed sewer lines to existing manholes shall be made at the
first pipe joint outside the manhole wall, and shall be dependent
upon the condition of that joint. After excavation, if the joint is
determined by the Engineer to be sound and usable, the existing
bell -end gasket shall be removed from the pipe and disposed of by
the Contractor. The pipe shall be thoroughly cleaned inside for a
distance of one foot up the existing sewer line and a new pipe
gasket of the appropriate diameter installed. The new pipe sewer
shall then be installed according to the line and grade as shown on
the Plans and in accordance with Sections 140-C.1 and 140-C.8 of
these Specifications.
If the first pipe joint outside the manhole wall is determined by
the Engineer to be partially usable or has an incompatible outside
pipe diameter to join to ABS pipe, the Contractor, at his option,
may use either of the methods set out below to connect newly
constructed sewer lines to existing manholes.
If the first pipe joint outside the manhole wall is determined by
the Engineer to be totally unusable, a connection through the
manhole wall shall be made as set out in 16.a.(2) below.
(1) Use of Couplings. The Contractor may use the proper straight,
transition, or other coupling of the appropriate diameter(s) to
connect the existing sewer line to the newly constructed sewer
line. The coupling and the manhole is sound and free from
defects. The Contractor will be required to cut the existing
pipe joint back to a point so the remainder of the pipe is fit
and usable.
All couplings shall be manufactured by the pipe manufacturer
and made specifically for the type of pipe connection being
made, or shall be Fernco pipe connectors, or equal. All
couplings or connectors shall be installed in accordance with
the manufacturer's recommendations.
(2) Connections Through Manhole Walls. If couplings are not used,
the Contractor shall make a tie to the existing manhole by
drilling, chipping or jack -hammering a hole of sufficient
diameter for the installation of the pipe sewer in the existing
manhole wall. Unless otherwise shown on the Plans, the pipe
140-6
Section 14U
ABS Composite
sewer shall'7�be installed at the r same invert elevation as the
existing piS; A manhole watrecstoprovided by the
P P P by pipe
manufacturer shall be placed on the ABS pipe prior to
installation. After the pipe is installed the manhole -to -pipe
connection shall be repaired using a non -shrink grout. The
repair shall be watertight. Any damage to the manhole caused
during the connection construction shall be repaired by the
Contractor at. his expense.
b. Pipe to Pipe Connections. The Plans show the location of line
segments to be replaced. Where the line segment to be replaced is a
partial replacement and does not begin and terminate at manholes;
proper straight, transition, or other couplings as provided by the
pipe manufacturer, or as manufactured by Fernco, or equal, shall be
used to join the ends of the newly constructed line segment to the
existing sewer line. All pipe couplings or connectors shall be
installed in accordance with the manufacturer's recommendations.
17. Sewer Service Reconnections. All existing service lines disturbed or
broken during the construction of the new sanitary sewer lines shall be
reconnected to the newly constructed sewer line after the sewer line has
been air tested.
During construction sewer service ties or wyes shall be placed on the
downstream side of. the existing sewer service line to make the service
connection as shown on the Plans and hereinafter specified. Tapping the
newly constructed sewer line shall only be allowed at the direction of
the Engineer.
After air testing, the sewer service lines shall be reconnected as
shown on the Plans, according to the type of main pipe line, and size and
type of service line. All new service lines installed shall have a
minimum diameter. of 4 inches. If the existing service line has a
diameter larger than 4 inches, the new service line shall have a diameter
equal to that of the existing service line. the Contractor shall be
responsible for providing all couplings and fittings necessary for
transition from one pipe type or size to another type or size of pipe.
All couplings shall be manufactured by the pipe manufacturer, and made
specifically for the type of pipe connection being made, or shall be
Fernco pipe connector, or equal. All couplings or connector shall be
installed in accordance with the manufacturer's recommendations.
I
I
I
I
140-7
bection 14)
Manhole Rehabilitation
MANHOLE REHABILITATION
145-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all materials, labor, equipment,
tools, supplies, bypass pumping, and incidentals necessary to repair
existing manholes or construct•new manholes.
145-B. CLASSIFICATION OF MANHOLE REHABILITATION.
shall include such repairs as are generally set out
hereinafter specified. Also listed in Table 1 is the
code as referenced on the Plans and in these Specific
bid item(s) under which payment will be made as set
Measurement and Payment.
TABLE 1
Rehabilitation Method
Manhole rehabilitation
in Table 1 below, and
related rehabilitation
ations, and the primary
out in the Methods of
Rehabilitation Primary
Code Bid Item
Realign and Grout Casting, MH in Street
23
12
Realign and Grout Casting MH in Easement
24
12
Regrout Casting to Cone
25
12
Clean MH Walls, Fill Small Cracks, & Waterproof Walls
27
13
Clean MH Walls, Plug Large Cracks, & Waterproof Walls
28
13
Clean MH Walls, Plug Large Cracks, Plaster and
Waterproof Walls
29
13
Excavate MH in Easement & Repair Line Connection
from Outside
30
14
Excavate 14H in Street and Repair Line Connection
from Outside
31
14
Replace MH
32
17
Raise MH to Street Level, 1 to .2 Inches
33
15
Raise MH to Street Level, 2 to 18 Inches
34
15
Raise MR to Street Level, More than 18 Inches
35
15
Raise MH to Grade in Easement, 0 to 12 Inches
36
15
Raise MH to Grade in Easement, More than 12 Inches
37
15
Paise MH Above Grade in Easement
38
15
Plug Vent Holes and Raise Casting to Street Level
40
1.6.
The manholes upon which rehabilitation work is required are set out in
tabular form in Table 2 at the end of this section of the Specifications.
145-C. MATERIALS.
1. Concrete. Concrete used in the construction of standard and drop
'
cast -in -place manholes shall be in conformance with the Concrete
section of these Specifications.
2. Mortar and Grout. Mortar or grout used intheraising of manholes
shall be mixed in the proportion of one part of Portland cement and two
parts mortar sand as defined in the Concrete section of these
I
145-1
Manhole Rehabilitation
Specifications. The mixture shall be dry -mixed until it has a uniform
color, after which water shall he added or the mixing continues until
the mortar has a consistency such that it can be easily handled and
spread with a trowel. Mortar or grout that has not been used within
30 minutes after water has been added shall not be used.
3. Materials for Use in Cleaning Manholes, Filling and Patching Cracks,
and Waterproofing Manhole Walls and Base (Rehabilitation Codes 27, 28
and 29). The Contractor shall place a formed manhole liner in the
manholes set out on the Plans and in these Specifications.
The City reserves the right to delete this repair item from these Plans
and Specifications, or to order the work to be performed under
Rehabilitation Code 32 (manhole replacement).
a. Concrete. Concrete shall be in conformance with the Concrete
section of these Specifications, except the maximum size aggregate
shall be no greater than 3/4 inch and the minimum cement content
shall be 7 bags per yard of concrete.
b. Waterstop Cement Mixture. The waterstop cement mixture shall
consist of a mixture of Ipanex-R, as manufactured by IPA Systems,
Inc., or equal, and Type I Portland cement.
c. Epoxy Bonding Agent. The adhesive for bonding new concrete to the
existing manhole surface shall be Top -Bond 40 two component epoxy
adhesive as manufactured by Nox-Chem, or equal.
d. Concrete Waterproofing Admixture. The concrete waterproofing
admixture shall be Ipanex concrete admix, as manufactured by IPA
Systems, Inc., or equal.
e. Manhole Replacement Steps. Manhole replacement steps shall be in
conformance with the Manhole section of these Specifications
(Section 150.B.4).
4. Manhole Brick. Brick used in raising manholes shall be in conformance
to ASTM C62, latest revision, Grade SW pavers.
145-D. CONSTRUCTION. Methods for performing each of the rehabilitation
methods contained in Section 145-B above are set out as follows.
1. General Construction.
a. Flow Control and Bypass Pumping. All flow control and bypass
pumping as necessary shall be provided by the Contractor. All
bypass pumping required during construction shall be in accordance
with Section 090 of these Specifications. There is no separate
pay item for bypass pumping and bypass pumping shall be considered
subsidiary to all rehabilitation methods employed.
b. Surface
Removal.
Surface removal shall
be in
is
accordance
with
Section
095 of
these Specifications.
There
is
no separate
pay
145-2
Section 145
Manhole Rehabilitation
item for the removal of existing cover or excavation, and any such
removal or excavation shall be considered subsidiary to the
rehabilitation method employed.
c. Driving Surface, Sidewalk, and Curb and Gutter Repair. After the
proposed manhole rehabilitation has been completed, all paved and
unpaved driving surfaces, driveways, parking lots, sidewalks, and
• curb and gutter shall be repaired as set out in Section 300 of
these Specifications. Payment for the different types of surface
repairs shall be made to the Contractor as set out in the Methods
of Measurement and Payment except that damage to any surface,
driving surface, sidewalk or curb and gutter while performing
manhole rehabilitation under Rehabilitation Codes 27, 28 and 29
shall be considered ,non -essential, and the Contractor shall be
responsible for repairing any damaged areas at his own expense.
d. Cleanup. After the proposed manhole rehabilitation has been
completed, the Contractor shall clean up the area in accordance
with Section 900 of these Specifications. Payment for cleanup
shall be made to the Contractor as set out in the Methods of
Measurement and Payment section of these Specifications except
that damage to any surface while performing manhole rehabilitation
under Rehabilitation Codes 27, 28 or 29 shall be considered
non -essential, and the Contractor shall be responsible for
repairing damaged areas at his own expense.
2. Realign and Grout Casting to Cone
to be included under this item
existing off -center manhole ring
correct position over the center
shall be performed on manholes as
in Table 2.
(Rehabilitation Code 23). The work
generally. consists of removing the
and cover, and grouting it into a
of the manhole. This rehabilitation
shown on the Plans and as specified
a. Removal of Existing Ring and Lid. The manhole ring and lid shall
be removed from the cone. Any damage to the existing ring and lid
or to the manhole during the removal of the ring and lid shall be
repaired at the expense of the Contractor.
b. Replacing the Ring and Lid. The top of the manhole shall be
thoroughly cleaned of any loose mortar, mud, dirt or other debris
and a 3/8 inch layer of grout shall be applied to the cleaned
surface to accept the new manhole ring and lid. The existing ring
shall be centered on the manhole and firmly seated in the grout.
An additional 2 inches of grout shall be applied over the outside
of the casting flange. Grout shall be applied to the inside of
the manhole at the joint of the castingand cone to a thickness of
1/4 inch, and shall extend 1 inch either side of the joint.
c. Backfilling. The excavated area shall be backfilled according to
the existing ground conditions in accordance with Section 146 of
these Specifications.
1.45-3
Manhole Rehabilitation
3. Cleaning Manholes, Filling and Patching Cracks, and Waterproofing
Manhole Walls and Base (Rehabilitation Codes 27, 28 and 29). It is the
intent of these Specifications to provide for the sealing out of
extraneous water leakage into manholes that are otherwise structurally
sound. If the structural integrity of the manhole has been lost, the
Engineer shall direct the Contractor as to the alternate rehabilitation
method to be employed.
All standard and drop manholes shall
this rehabilitation item. This shall
over the entire depth and sealing the
paid to areas around steps, at the
around all pipes entering the manhole
ring and cone.
be completely sealed inside under
include sealing the manhole walls
base. Special attention shall be
junction of the base and wall,
and the junction of the manhole
a. Step 1 (Surface Preparation) and Step 2 (Application of Waterstop
Cement Mixture) shall be as previously specified, except that all
existing manhole steps shall be removed to provide a surface free
of obstructions.
b. Step 3. After all points of visible infiltration have been
plugged, the manhole shall be air dried and the two component
epoxy bonding agent shall be applied using either a brush or
short -nap paint roller at the rate of approximately 160 square
feet per gallon.
c. Step 4. Once the epoxy based bonding agent has been applied,
concrete liner forms shall be set in the manhole and new manhole
steps inserted. The height and dimensions of the liner are as
shown on the detail sheet of the Plans.
Ipanex waterproofing admixture shall be added to the Portland
cement concrete at the rates and in accordance with the
manufacturer's recommendations and thoroughly mixed immediately
prior to placement in the forms. The forms shall be adequately
tapped to insure thorough consolidation of the concrete so as to
eliminate any possibility of honeycombs. Placement of the
concrete shall be within 6 to 8 hours (depending upon temperature)
of application of the epoxy based bonding agent.
Once the concrete liner has adequately cured, the forms shall be
removed.
4. Excavate and Repair the Manhole Line Connection from Outside the
Manhole (Rehabilitation Codes 30 and 31). This type of repair shall
generally include excavating the defective line and/or joint
immediately adjacent to the manhole, and making a watertight repair by
pouring a concrete collar around the exposed line adjacent to the
manhole. This type of repair shall be performed at manholes as shown
on the Plans and in accordance with these Specifications.
a. Trench Preparation. All trench preparation and construction shall
be made in accordance with the detail sheet of the Plans and Pipe
145-4
section 14)
Manhole Rehabilitation
Specifications Section. 100-C.4 of these Specifications except that
the trench shallb'e`-excavated*to ad'epth so that a concrete collar
may be placed in conformance to the dimensions as shown on the
Plans.
b. Repairing the Manhole Line Connection. After the manhole
connection has been excavated, the outside surface of the manhole,
manhole base, and pipe shall be thoroughly cleaned of rocks, mud,
and other debris. The concrete collar shall then be poured to the
dimensions as shown on the standard detail sheet of the Plans and
to the length directed by the Engineer. After the initial set of
the concrete, the trench shall be backfilled.
c. Backfilling. The excavated area shall then be backfilled
according to the existing ground surface conditions in accordance
with Section 146 of these Specifications.
5. Manhole Replacement (Rehabilitation Code 32). The work set out under
this rehabilitation method generally includes excavating and completely
removing the existing manhole and .base, and constructing a. new
cast -in -place manhole and base. The new manhole and base shall be in
conformance to the dimensions shown on the standard detail sheet of the
Plans and these Specifications.
Prior to removing the existing manhole, the manhole ring and lid shall
be salvaged for use with the newly constructed manhole. The manhole
and manhole base shall then be completely removed,.hauled from the site
and disposed of by the Contractor.. Any damage to the existing sewer
line shall be repaired: or replaced at the Contractor's expense. After
the manhole has been removed, a new manhole shall be constructed over
the existing sewer lines in conformance with Section 150 of these
Specifications.
6. Raising Manholes (Rehabilitation Codes 33, 34, 35, 36, 37, 38 and 40).
The, work set out under this rehabilitation method generally includes
removing the existing manhole ring and cover and raising the manhole
with brick to the grade directed by the Engineer. This type of repair
shall be performed on manholes as shown on the Plans and in accordance
with these Specifications.
a. Removal of the Ring and Lid. The manhole ring and lid shall be
removed from the cone and salvaged. Any damage to the manhole,
ring, or lid during the removal process shall be repaired or
replaced at the expense of the Contractor.
b. Raising the Manhole. The top of the manhole shall be thoroughly
cleaned of any loose mortar, mud, dirt, or other debris and a
3;8 inch laver of mortar shall be applied to the cleaned surface
to accept the first ring of manhole brick.
A sufficient number of brick and mortar rings shall be applied to
reach the desired elevation. All brick or block shall have full
mortar joints on the bottom and sides. Every joint shall be
145-5
Manhole Rehabilitation
formed at one operation by placing sufficient mortar on the bed
and forcing the brick or block into it. Horizontal joints shall
not exceed 3/8 inch and the vertical joints on the inside of the
manhole shall not exceed 1/4 inch. The brick shall be plastered
on both the inside and outside with 1/2 inch of cement mortar.
The plaster shall be smoothly laid, and on the inside of the
manhole all rough projections shall be removed. Details for the
construction of manholes are shown on the standard detail sheet of
the Plans.
c. Plugging Vent Holes in Manhole Lids (Rehabilitation Code 40 Only).
Where shown on the Plans or set out in the Specifications, vent
holes in existing manhole lids shall be plugged using stainless
steel bolts and neoprene washers.
The Contractor shall plug all vent holes in the existing manhole
lid. Plugs used shall be stainless steel bolts with neoprene
washers on both top and bottom of the lid. The bolt head and
washer shall not extend more than 3/8 inch above the cover
surface. The bolt shall have a minimum diameter of 1/16 inch less
than the vent hole and shall be secured using nuts on the
underside of the lid. All bolts shall have rounded heads.
d. Backfilling. The backfill shall then be placed in accordance with
Section 146 of these Specifications.
7. Testing of Rehabilitated Manholes. All manholes repaired or
constructed under Sections 145-D.3 and 145-D.5 of these Specifications
shall be tested in accordance with this Specification. After the
manhole rehabilitation, including curing, has been completed, then the
manhole shall be tested. The test shall be conducted by the Contractor
in coordination with - and at the direction of the Engineer. It is
realized that there are certain conditions which will make manhole
testing impractical or impossible to perform, such as excessively high
sewer flows requiring bypassing of the sewerage, manholes with depths
exceeding 20 feet, etc. When conditions of this nature are
encountered, no testing will be required. Manhole testing shall be
accomplished by an exfiltration test. All incoming and outgoing sewer
lines shall be plugged and the manhole filled with water up to the
corbel section. If the water loss exceeds the maximum allowable as
shown below, the manhole shall have failed the test.
Depth of Manhole Maximum Allowable Water Loss
0-8
feet
1 inch over 5
minutes
Over 8
feet
1/8
gallon
per vertical
foot over 5 minutes
All manholes which fail the test shall be carefully inspected to
determine the problem. If the source of the problem is something other
than originally specified for that manhole, then it shall be corrected
following the method as prescribed in these Specifications. Additional
payment shall he made to the Contractor on the basis for the method
used. If the source of the problem is related to the original problem,
145-6
Section 145
Manhole Rehabilitation
then it shall be corrected by the Contractor at no additional cost to
the owner.
145-7
REHAB CODES: 23 & 24
TABLE 2
MANHOLES REQUIRING
FRAME ADJUSTMENT AND
GROUTING
MANHOLE NO.
STREET
COVER
OTHER WORK
Minisystem 7
64B
Lewis Avenue
Field
No
128 H
Sunset Avenue
Pavement
No
198
Elmwood Avenue
Pavement
No
Minisystem 8
40 Old Wire Rd. Easement No
Minisystem 11
18 U.S. Hwys. 62 & 71 Easement No
Minisystem 16
4 Poplar Street Easement No
98 Kings Drive Pavement No
145 T2-1
REHAB CODE: 25
MANHOLE NO.
Minisystem 2
165
165A
Minisystem 4
150
Minisystem 8
4
31
41
45
49
217
TABLE 2 (Cont.)
MANHOLES REQUIRING REGROUTING FRAME TO CONE
STREET COVER
OTHER WORK
Wesley
Road
Yard
No
Wesley
Road
Yard
No
Stanton Avenue Pavement
State Hwy. 265 N. Field
Old Wire Rd. (Easement) Field
Between Old Wire Rd.
& Strawberry Drive Yard
Between Old Wire Rd.
& Strawberry Drive Yard
Old Wire Road Easement
Ash Street (Easement) Field
Minisystem 11
21 Township Road Easement
63 Villa Mobile Home Park Easement
Plug Holes
in Cover
No
No
No
No
No
No
No
No
145 T2-2
TABLE 2 (Conti
"')'der'
MANHOLES REQUIRING REGROUTING FRAME TO CONE
MANHOLE NO. STREET COVER
150 College Avenue Woods
Minisystem 16
REHAB CODE: 25
OTHER WORK
No
27 Abshier Drive Easement No
74 Hwy. 45.(Easethent) Field No
95 Arlington Street Sidewalk No
1'45 T2-3
■
REHAB CODE: 27
MANHOLE NO.
Minisystem 2
26
91
11OA
140
145
164
Minisystem 4
TABLE 2 (Cont.)
MANHOLES REQUIRING CLEANING WALLS,
FILLING SMALL CRACKS AND WATERPROOFING WALLS
STREET STRUCTURE DEPTH COVER OTHER WORK
Fifth Street
Center Street
Conner Street
Lafayette St.
(Easement)
Dickson St.
Missouri Way
(Easement)
Brick
Brick
Brick
Brick
Brick
Stone
7
Front Street
Concrete
26
Harold Street
Brick
142
Stanton Ave.
Brick
163
Stagecoach Dr.
Precast
U.S. Hwy. 71
321
Bypass
Precast
5' Woods No
9Pavement No
7' Pavement No '
1
4' Yard No
4' Easement No '
1
6' Woods No
1
8' Easement No '
6' Easement No '
Plug Holes
5' Sidewalk in Cover
9' Yard No 1
Raise MH to '
9' Field Above Grade
145 T2-4
REHAB
CODE: 27
TABLE 2 (Cont-.)
MANHOLES REQUIRING CLEANING
WALLS,
FILLING SMALL CRACKS AND WATERPROOFING
WALLS
MANHOLE NO.
STREET
STRUCTURE DEPTH
COVER
OTHER WORK
Minisystem 7
24
Porter Road
Brick
7'
Easement
No
Sang Avenue
54D
(Easement)
Brick
5'
Yard
No
107
S. Maxwell Dr.
Brick
6'
Easement
No
Raise MH to
Above Grade;
Excavate MH/
Line Connection
111
S. Maxwell Dr.
Brick
5'
Easement
& Repair
Between Leland
Avenue & Sang
154
Avenue
Precast
10'
Easement
No
Between Eva
Avenue & Sang
Raise MH to
164A •
Avenue
Precast
10'
Field
Above Grade
196
Cedarwood Ave.
Brick
7'
Easement
No
Between Cedar -
wood Ave. &
197
Lewis Avenue
Brick
4'
Easement
No
Between Elmwood
Ave. & Cedar -
199
wood Avenue
Brick
8'
Yard
No
145 T2-5
REHAB CODE: 27
MANHOLE NO.
Minisystem 8
30
33
53A
71
72
182
Minisystem 11
13
62
TABLE 2 (Cant.)
MANHOLES REQUIRING CLEANING WALLS,
FILLING SMALL CRACKS AND WATERPROOFING WALLS
STREET STRUCTURE DEPTH COVER OTHER WORK
Old Wire Road
(Easement)
Precast
5'
Field
No
Old Wire Road
(Easement)
Precast
7'
Field
No
Old Wire Road
Precast
6'
Yard
No
Township Road
Precast
4'
Yard
No
Township Road
Precast
5'
Yard
No
Juneway Terrace
Brick
5'
Pavement
No
U.S. Hwys.
62 & 71 Brick 8' Easement No
Villa Blvd. Precast 6' Yard No
145 T2-6
REHAB
CODE: 28
TABLE 2 (Conf:)4=A
MANHOLES
REQUIRING CLEANING WALLS,
PLUGGING LARGE
CRACKS AND WATERPROOFING
WALLS
MANHOLE NO.
STREET
STRUCTURE
DEPTH
COVER
OTHER WORK
Minisystem 4
60A
Elizabeth Ave.
Brick
9'
Pavement
No
92
Market Street
Precast
3'
Sidewalk
No
Minisystem 7
8
Hatfield St.
Brick
6'
Pavement
No
Repair
MH/Line
167
Sang Avenue
Brick
10'
Pavement
Connection
Minisystem 8
146
Sunny Hill Dr.
Brick
7'
Pavement
No
Minisystem 11
U.S. Hwys.
12 62 & 71 Brick
96 Marie Brick
115. U.S. Hwy. 71 Brick
Minisystem 16
47 Rayview Drive Brick
16'
Pavement
No
5'
Pavement
No
6'
Pavement
No
12' Pavement No
145 T2-7
REHAB CODE: 28
TABLE 2 (Cont.)
MANHOLES REQUIRING CLEANING WALLS,
PLUGGING LARGE CRACKS AND WATERPROOFING WALLS
MANHOLE NO. STREET STRUCTURE DEPTH COVER OTHER WORK
50 Walnut Avenue Brick 3' Sidewalk No
Between Sycamore
St. & North Grout Frame
62 Lakeside Drive Brick 7' Field to Cone
145 T2-8
• REHAB CODE: 29
TABLE 2
MANHOLES REQUIRING CLEANING WALLS,
PLUGGING LARGE CRACKS, AND PLASTERING AND WATERPROOFING
MANHOLE NO. STREET STRUCTURE DEPTH COVER OTHER WORK
Minisystem 7
26A
Holly Street
Brick
4'
Pavement
No
Raise MR to
32
Porter Road
Brick
4'
Pavement
Above Grade
44
Lawson Street
Brick
7'
Pavement
No
51
Lawson Street
Brick
7'
Pavement
No
52
Sang Avenue
Brick
12'
Pavement
No
Sang Avenue
59
(Easement)
Brick
5'
Pavement
No
81
Stephens Ave.
Brick
5'
Pavement
No
145 T2-9
I
REHAB CODES: 30 & 31 '
TABLE 2 (Cont.)
MANHOLES REPUIRING EXCAVATING MH/LINE CONNECTION AND REPAIRING
MANHOLE NO. STREET STRUCTURE DEPTH COVER OTHER WORK
Minisystem 4
Plug Holes '
148 Stanton Ave. Brick 5' Pavement in Cover
338 Masonic Drive Precast 7'
Minisystem 7
30 Porter Road Brick 4'
Stephens Ave.
106 (Easement) Brick 4'
111
S. Maxwell Dr.
Brick
5'
116
N. Maxwell Dr.
Brick
6'
149
Lonnie Avenue
Precast
6'
167
Sang Avenue Brick
10'
Plug Vent ,
Holes in
Easement MH Lid '
Pavement No
1
Yard No ,
Clean Walls,
Fill In Small
Cracks &
Waterproof
Walls; Raise
Manhole to
Easement Above Grade
Pavement No
Yard No ,
Clean Walls, '
Fill In Small
Cracks & Water- '
Pavement proof Walls
1
145 T2-10
MANHOLE N0.
Minisystem 2
13
REHAB CODE: 32
TABLE 2 (Cont.)`"!
MANHOLES REQUIRING REPLACEMENT OF ENTIRE MANHOLE
STREET DEPTH COVER OTHER WORK
South Street 9'
Plug Vent
Holes in
Pavement MH Lid
145 T2-11
MANHOLE NO.
Minisystem 2
112
113
128
153
156
TABLE 2 (Cont.)
MANHOLES REQUIRING RAISING
STREET DEPTH COVER
Dickson St.
4'
Easement
Dickson St.
16'
Pavement
Olive Avenue
5'
Pavement
Dickson St.
(Easement)
4'
Woods
Dickson St.
4'
Pavement
Minisystem 4
32
Sheryl Avenue
7'
Easement
301
Plainview Ave.
4'
Field
Burrell St.
302
(Easement)
8'
Easement
311
Plainview Ave.
6'
Easement
312
Plainview Ave.
6'
Easement
321
U.S. Hwy. 71
Bypass 9' Field
145 T2-12
■
REHAB CODES: 33-38
OTHER WORK
AMOUNT
1
RAISED '
No
Above
Grade
No
8"
No
9"
No
Above
Grade '
No
3"
No
Above
Grade
No
Above
Grade
I
No
Above
Grade
No
Above
Grade
No
Above
Grade
Clean Walls,
Fill In
Small Cracks
,
& Waterproof
Walls
Above
Grade
1
1
REHAB
CODES: 33-38
t TABLE
2
(Cont.5i'
MANHOLES
REQUIRING RAISING
MANHOLE NO.
STREET
DEPTH
COVER
OTHER WORK
AMOUNT
RAISED
Minisystem 7
2
West End Ave.
4'
Easement
No
Above
Grade
6
Above Valley Dr.
4'
Easement
No
Above
Grade
10
Porter Road
6'
Easement
No
Above
Grade
Between Holly
14
& Hatfield Sts.
8'
Yard
No
Above
Grade
Between Hatfield
St. & Wedington
20
Drive
4'
Yard
No
Above
Grade
Between Hatfield
St. & Wedington
21
Drive
4'
Yard
No
Above
Grade
Between Hatfield
St. & Wedington
22
Drive
5'
Easement
No
Above
Grade
Between Hatfield
St. & Wedington
23
Drive
4'
Yard
No
Above
Grade
25
Aberdeen Ave.
4'
Easement
No
Above
Grade
28
Sang Avenue
5'
Pavement
No
2"
Between. Holly
41
& Lawson Sts.
4'
Field
No
Above
Grade
145 T2-13
RFHAB CODES: 33-38
MANHOLE NO
53
62
64H
83
90
111
127
139
143
156
TABLE 2 (Cont.)
MANHOLES REQUIRING RAISING
STREET DEPTH COVER
Sang Avenue 11' Pavement
Lawson Street 6' Pavement
Lewis Avenue
(Easement)
6'
Easement
No
Above Grade
Stephens Ave.
7'
Easement
No
Above Grade
Comfort Road
5'
Pavement
No
6"
OTHER WORK AMOUNT RAISED
No Unknown
No 2"
S. Maxwell Dr
Sunset Ave.
Wedington Dr.
Oak Drive
West Berry St
Between Weding-
ton Drive &
164A Ora Drive
202 Aberdeen Ave.
Clean Walls,
Fill In Small
Cracks & Water-
proof Walls;
Excavate Mil/
Line Connec-
5'
Easement
tion & Repair
Above
Grade
5'
Pavement
No
2"
7'
Easement
No
Above
Grade
6'
Easement
No
6"
5'
Easement
No
Above
Grade
Clean Walls,
Fill In Small
Cracks &
Waterproof
0'
Field
Walls
Above
Grade
5'
Field
No
Above
Grade
145 T2-14
REHAB
CODES: 33-38
t TABLE
2
(Cont. ):n;:
MANHOLES
REQUIRING RAISING
MANHOLE NO.
STREET DEPTH
COVER
OTHER WORK
AMOUNT RAISED
Between Aberdeen
& Bardolier
203
Avenue
5'
Field
No
Above Grade
Between Hwy. 16 W.
& Cleveland
205
Street
5'
Field
No
Above Grade
Between Hwy. 16 W.
& Cleveland
206
Street
5'
Field
No
Above Grade
U.S. Hwy. 71
Bypass
210
(Easement)
5'
Field
No
Above Grade
U.S. Hwy. 71
Bypass
215
(Easement)
4'
Yard
No
Above Grade
U.S. Hwy. 71
Bypass
216
(Easement)
4'
Yard
No
Above Grade
Minisystem 8.
12
Old Wire Rd.
6'
Woods
No
Above Grade
155
Elm Street
5'
Pavement
No
2"
156
Elm .Street _
6'
Easement
No
2"
242
Austin Drive
8'
Pavement
No
2"
258
Old Wire Rd.
8'
Pavement
No
2"
145.
T2-15
REHAB
CODES: 33-38
TABLE 2
(Cont.)
MANHOLES REQUIRING RAISING
MANHOLE NO.
STREET
DEPTH
COVER
OTHER WORK
AMOUNT
RAISED
Minisystem 11
22A
Township Rd.
4'
Woods
No
Above
Grade
46
Peg Lane
6'
Yard
No
Above
Grade
48
Peg Lane
7'
Yard
No
Above
Grade
49
Peg Lane
6'
Easement
No
Above
Grade
59
Sierra
7'
Easement
No
Above
Grade
REHAB
CODES:
33-38
Minisystem 16
5
Poplar St.
8'
Pavement
No
3"
21
N. College Ave.
5'
Easement
No
Above Grade
24
N. College Ave.
7'
Easement
No
2"
44
Walnut Avenue
6'
Easement
No
18"
84
E. Lakeside Dr.
12'
Pavement
No
2"
145 T2-16
REHAB CODE: 40
TABLE 2 (Cont.)
MANHOLES REQUIRING PLUGGING OF HOLES
IN COVER AND RAISING FRAME TO STREET LEVEL
MANHOLE NO. STREET DEPTH COVER OTHER WORK
Minisystem 2
Between Mountain
162 & Rock Sts. 3' Pavement No
145 T2-17
Section 146
Backfill.ing
PLACING PIPE PROTECTION COVER AND BACKFILL
146-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all materials, labor, equipment,
tools, supplies, and incidentals necessary for backfilling areas excavated
during the construction of sewer pipe lines, manholes, and other
appurtenances. The work shall include every item of construction necessary
for a complete and acceptable installation as shown on the Plans and
hereinafter specified.
146-B. MATERIALS.
Crushed Stone Backfill. Crushed limestone backfill
be Class SB-2, as defined in Section 306 of t1
Arkansas State Highway Department Specifications.
supplier shall submit certificates stating that the
accordance with these Specifications. NOTE: This
at the unit price bid in the proposal, and as
Measurement and Payment.
(where specified) shall
ie 1978 Edition of the
The crushed limestone
material provided is in
item shall be paid for
set out in Methods of
146-C. CONSTRUCTION. Areas excavated for the construction of sewer
lines, manholes, fittings, and other appurtenances shall have pipe
protection. cover placed, and shall be backfilled in accordance with these
Specifications.
1.. Pipe Protection Cover. In all areas of sewer line construction
(excluding areas of construction within and approximately
perpendicular to or crossing curb and gutter, a street, or other
driving surfaces) pipe protection cover consisting of good earth, sand
or gravel free from large stones or organic materials shall be placed
over the top of the pipe. The pipe protection cover shall be hand
and/or machine placed from the springline of the pipe to a point 12
inches above the top of the pipe by the width of the trench.
When sewer line construction is within and approximately perpendicular
' to.or crossing curb and gutter, a street or other driving surface, the
pipe protection cover shall consist of Class SB-2 crushed stone trench
backfill as. defined in Section 146-B of these Specifications. The
pipe protection cover shall be placed from the springline of the pipe
' to a point 12 inches above the top of the pipe by the trench width.
2. Backfilling. After the pipe protection cover has been placed, the
I trench, excavated areas around manholes, and other appurtenances shall
be backfilled in accordance to the following specifications depending
upon the type of area in which excavation occurs.
Extra care shall be exercised around manholes to assure that the
backfill material is placed evenly around the perimeter of the
manhole. Manholes shall not be backfilled prior to 12 hours after the
manhole forms have been removed.
146-1
aCUL1UII 14O
Backfilling
a. Driving Surface Crossings (Perpendicular to Centerline). In all
areas where excavation crosses within the limits of any driving
surface, including paved and gravel streets or roads, driveways
and parking lots, the entire depth and width of the trench shall
be backfilled with crushed stone trench backfill from a point 3
feet outside each edge of the driving surface. The backfill
shall be compacted or allowed to settle sufficiently to assure
thorough consolidation of the material prior to making the
pavement repair. As the ditch settles, additional crushed stone
trench backfill shall be added to bring the ditch to finished
grade. The intent of these Specifications is to insure that no
settlement of the trench occurs after cleanup of final repair of
street surfaces. In the event such does occur, it will be the
responsibility of the Contractor to repair the settled
areas.Driving surface repairs shall be made in accordance with
the Specifications governing the type of pavement repair to be
made.
b. Parallel to Driving Surfaces (Excluding State Highways). In all
areas where excavation is parallel to and within the limits of
any driving surface, the trench shall be backfilled with
excavated material to a point 12 inches below existing surface.
The top 12 inches of the trench shall be backfilled with crushed
limestone trench backfill immediately upon completion of the
aforementioned portions of the backfilling operation. As the
ditch settles, additional crushed stone trench backfill shall be
added to bring the ditch to finished grade. The intent of these
Specifications is to insure that no settlement of the trench
occurs after cleanup or final repair of street surfaces. In the
event such does occur, it will be the responsibility of the
Contractor to repair the settled areas. Driving surface repairs
shall be made in accordance with the Specifications governing the
type of pavement repair to be made.
c. Manholes Located within Driving Surfaces. In all areas where
manholes or manhole appurtenances are constructed and/or replaced
within the limits of any driving surface, the entire width and
depth of the excavated area shall be backfilled with crushed
limestone trench backfill. The backfill shall be completed or
allowed to settle sufficiently to assure thorough consolidation
of the material prior to making the pavement repair. The intent
of these Specifications is to insure that no settlement of the
trench occurs after cleanup or final repair of street surfaces.
In the event such does occur, it will be the responsibility of
the Contractor to repair the settled areas.
d. Lawns, Gardens and Other Well -Kept Areas. After the pipe
protection cover has been placed, the trench shall then be
backfilled with excavated material. Topsoil stored along the
trench line shall then be replaced to a minimum depth of 6 inches
over the trench and 3 inches over all damaged surfaces. In the
event there is insufficient topsoil stored along the ditch line
to accomplish the topsoiling requirement, then the Contractor
146-2
• section 14b
Backfilling
shall haul indditional topsoil,to�meet this requirement and
shall do so wit$2out additional cost: to the Owner, The topsoil
over the trench shall be left slightly rounded in order to allow
for some settlement. It is the intent of these Specifications to
insure that no settlement of the trench occurs after seeding and
mulching the areas. In the event such does occur, it will be the
responsibility of the Contractor to repair the settled areas.
e. Mowed or CultivatedAreas(Excluding Gardens). The requirements
for backfilling in these areas is identical to that specified in
Section 146—C.2.d above, except that it is the intent of the
Specifications to -replace the top 6 inches of the soil using the
excavated topsoil, regardless of the quality of that material.
Only when the Contractor allows the material excavated from the
top of the trench to become mixed with the remaining excavation
will he be required to haul in additional material to replace the
top 6 inches. If the Contractor is required to haul in
additional material, he shall haul in good grade topsoil (free of
roots, weeds, clay and rocks, and from a source approved by the
Engineer) and shall do so without additional cost to the Owner.
f. Steep, Wooded or Rocky Areas. After the pipe protection cover
has been placed, the trench shall be backfilled with excavated
material. The trench shall be compacted to insure that the
backfill has been thoroughly consolidated. The trench backfill
material shall be left slightly rounded to allow for additional
settling.
g. Sidewalks. In all areas where excavation crosses or is parallel
to and within the limits of a sidewalk, the trench backfilling
procedure shall be as specified for backfilling "Parallel to
Driving Surfaces," Section 146-C.2.b of these Specifications.
h. Curb and Cutter Crossings. In all areas where excavation crosses
within the limits of curb and gutter, the trench. backfilling
procedure shall be as specified for backfilling "Driving Surface
Crossings," Section 146-C.2.a of these Specifications.
i. Parallel to Curb and Gutter. In all areas where excavation is
parallel to and within the limits of existing curb and gutter,
the trench backfilling procedure shall be as specified for
"Backfilling, Parallel to Driving Surfaces," Section 146-C.2.b of
these Specifications.
3. Cleanup. Cleanup shall be in accordance with Section 900 of these
Specifications.
4. Replacement and Repair of Driving Surfaces, Sidewalks, Curb and
Cutter. Replacement and repair of driving surfaces, sidewalks, and
curb and gutter shall be made in accordance with Section 300 of these
Specifications.
146-3
oecuon iw
Manholes
CAST -IN -PLACE MANHOLES
150-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all materials, labor, equipment,
tools, supplies, and incidentals necessary for the construction of standard
and drop cast -in -place manholes. The work shall include every item of
construction necessary for a complete and acceptable installation as shown
on the Plans and hereinafter specified. Precast, brick, masonry, or
vitrified clay radial block manholes are not approved for use on this
project.
150-B. MATERIALS.
1. Concrete; Concrete used in the construction of standard and drop
cast -in -place manholes shall be in conformance with the Concrete
section of these Specifications.
2. Mortar and Grout. Mortar or grout used in the construction of manholes
shall be mixed in the proportion of one part of Portland cement and two
parts mortar sand as defined in the Concrete section of these
Specifications. The mixture shall be dry -mixed until it has a uniform
color, after which water shall be added or the mixing continues until.
the mortar has a consistency such that it can be easily handled and
spread with a trowel. Mortar or grout that has not been used within
30 minutes after water has been added shall not be used.
3. Manholes Steps. Steps shall be 10 inches wide and shall be constructed
of steel reinforced fiberglass. Manhole steps shall be Perma-Step
Model 100-2 as manufactured by Utility Products, Inc., or equal.
150-C. MANHOLE CONSTRUCTION.
1. Excavation for Manholes. Excavation for manholes will be made of such
dimension and depth as to allow the construction of the manhole as
shown on the Plans. No extra payment shall be made for manhole
excavation, and all surface removal shall be in accordance with
Section 095 of these Specifications.
2. Base. The concrete base shall have a minimum thickness of 8 inches and
shall be poured on undisturbed earth. The base shall be poured so that
the top of the base is a minimum of 2 inches and a maximum of 4 inches
below the lowest pipe inside the manhole, except when the lowest pipe
can be laid continuously through the manhole, the base may be poured to
a point 2 inches below the centerline of the pipe, providing this point
is not above invert of other pipes entering the manhole. The base
shall have a minimum diameter of 8 inches greater than the outside
diameter of the finished manhole barrel.
.3. Connections to Manholes. Pipe connections to manholes are a constant
source of potential trouble. In order to ensure that pipe will not
break immediately adjacent to the manhole, care shall be taken that
excavation for the manhole bottom is limited to the area to be filled
150-1
Manholes
with concrete. The Contractor shall support pipe entering the manhole
ALL OF THE WAY to solid bedding by backfilling under the pipe and up to
mid-springline with concrete.
4. Invert. The invert of the manhole shall be hand -placed and shaped
using grout as specified. The base and barrel of the manhole shall be
cleaned thoroughly prior to placement of the invert. The invert shall
be shaped and smoothed so that the manhole will be self-cleaning and
free of areas where solids may be deposited as sewage flows through the
manhole. The entire diameter of each pipe entering the manhole barrel
shall be cut smooth with the inside edge of the manhole barrel and the
invert shaped throughout from all inlet pipes to the outlet pipe.
5. Manhole Barrels. The barrel forms may be set as soon as the concrete
base has cured enough to support the forms. The manhole barrel shall
be of such construction so that the finished manhole will have an
inside diameter of 4 feet 0 inches, plus or minus one-half inch.
Prior to setting the forms in place, any water that may have
accumulated in the excavated area shall be pumped out and the concrete
base thoroughly cleaned, if required, of dirt and debris.
Before pouring of the concrete begins, a 2 inch layer of grout mixture
shall be placed in the bottom of the forms.
The forms shall be removed after the initial set of the concrete so
that holes may be cut in the manhole barrel for the installation of
pipes which are to enter the manhole at points other than adjacent to
the manhole base. After these pipes have been put in place, the barrel
shall be repaired using a grout mixture. If honeycombing of the barrel
is found to be present after removal of the forms, they shall be
repaired as directed by the Engineer.
6. Manhole Steps. Manhole steps are required in all manholes 4 feet deep
or more. During the construction of each manhole, steps shall be set
in place on the inside of the manhole, beginning 2 feet above the
bottom and placed not more than 18 inches below the top of the manhole.
These steps are to be built to the dimensions shown on the Plans. The
ends shall be firmly built into the wall., allowing the steps to project
5 inches from the inside of the manhole.
7. Manhole Heights. Manholes are to be built to the existing ground
surface unless otherwise noted on the Plans or directed by the
Engineer. When manholes are constructed in streets, the top of the
poured manhole shall be left at such an elevation so that two rings of
standard brick are required to bring the manhole ring to the finished
elevation. A 3 inch wide by 2 inch deep keyway shall be left in the
top of the poured manhole to hold the mortar for the first ring of
bricks. All brick or block shall have full mortar joints on the bottom
and sides. Every joint shall be formed at one operation by placing
sufficient mortar on the bed and forcing the brick or block into it.
Horizontal joints shall not exceed 3/8 inch and the vertical joints on
the inside of the manhole shall not exceed 1/4 inch. The brick shall
150-2
UCll1VLL 1JV
Manholes
be plastered on both the inside and outside with 1/2 inch of cement
mortar. The plaster shall be smoothly`'l`aid, and on the inside of the
manhole all rough projections shall be removed. Details for the
construction of manholes are shown on the standard detail sheet of the
Plans.
8. Drop Manholes. Drop manholes, unless otherwise shown
on the
Plans,
shall be constructed at all manholes where the difference
in
invert
elevation between incoming and outgoing sewer is 2.5
feet
or
more.
Drop manholes shall be constructed of the same material
and
dimensions
as are standard manholes, the only difference being
in
the
inlet
arrangements as shown on the standard detail sheet.
9. Curing. Curing compounds
option of the Contractor.
the Contractor to protect
curing process and to prot
The Engineer shall, at his
periods of extreme cold or
or covers may or may not be used, at the
However, it will be the responsibility of
the concrete to prevent cracking during the
act the manhole during freezing temperatures.
discretion, prohibit pouring concrete during
inclement weather.
10. Backfilling. The manhole shall be backfilled evenly around its
perimeter no less than 12 hours after the forms have been removed.
Extra care shall be taken to compact all backfill to the top of the
highest pipe entering the manhole. All backfilling shall be in
accordance with Section 146 of these Specifications.
11. Watertightness. All manholes constructed shall be watertight and show
no visible evidence of infiltration, and shall be tested in accordance
with this Specification. After the manhole rehabilitation, including
curing, has been completed, then the manhole shall be tested. The test
shall be conducted by the Contractor in coordination with and at the
direction. of the Engineer. It is realized that there are certain
conditions which will make manhole testing impractical or impossible to
perform, such as excessively high sewer flows requiring bypassing of
the sewerage, manholes with depths exceeding 20 feet, etc. When
conditions of this nature are encountered, no testing will be required.
Manhole testing shall be accomplished by an exfiltration test. All
incoming and outgoing sewer lines shall be plugged and the manhole
filled with water up to the corbel section. If the water loss exceeds
the maximum allowable as shown below, the manhole shall have failed the
test.
Depthof Manhole Maximum Allowable Water Loss
0-8
feet
1 inch over -5
minutes.
Over 8
feet
1/8
gallon
per vertical
foot over 5 minutes
All manholes which fail the test shall be repaired or a new manhole
constructed at the expense of the Contractor.
150-3
Section 160
Classification of
Excavated Material
CLASSIFICATION OF EXCAVATED
MATERIALS
160-A. CLASSIFICATION OF EXCAVATED MATERIALS. Unless specifically
provided for in the Proposal and Methods of Measurement and Payment, no
provision is made for classifying excavation. In certain instances,
however, provision is made in the Proposal for payment for rock excavation.
Most of the work is generally in an area which might be underlain with
broken chert, and in some instances may be solid sections of sandstone or
limestone rock. To make a distinction between what should be classified as
rock is very difficult. Consequently, the pay item for rock under this
contract, if provision is made for such payment, will include:
1. All rock or chert in solid layers.
2. All consolidated chert which cannot be normally excavated with
a three-quarter yard backhoe without undue damage to equipment.
Broken and badly weathered chert which can be readily removed
will not be classified as rock.
Where broken chert or rock is consolidated so that it is only removed with
considerable difficulty by the use of a backhoe, or requires undue hammering
with the bucket, or where heavy rippers are required, or where it is
necessary that materials be blasted, it shall be classified as rock.
Rock or broken chert, excavated in construction of right of way, will not be
classified and paid for as rock.
Measurement
for rock
excavation will
be made on
the basis of a ditch width
of 16 inches
greater
than the outside
dimensions
of the pipe being laid.
Rock excavated shall be measured on the job at the end of each day's
operation, and the quantity of rock agreed upon between the inspector and
the Contractor or the Contractor's representative shall be recorded and
initialed.
160-B.
PAYMENT. There
shall
be
no pay item for rock
excavation in this
contract.
Rock excavation
shall
be
considered subsidiary
to pipe laying.
I
1
I
160-1
JCL.LSULL IUU
Mandrel Test
MANDREL TEST
180-A. GENERAL. The work to be included under this Section of these
Specifications shall consist of providing all labor, equipment, tools,
supplies, and incidentals necessary for mandrel testing all
acrylonitrile-butadiene-styrene (ABS) composite sewer lines.
ABS composite sewer lines shall be mandrelled in conformance with these
Specifications with the following exception: any line segment which has only
been partially replaced with ABS composite shall not be mandrelled.
180-B. TESTING. Flexible sewer pipes shall be mandrelled with a rigid device
sized to pass 5 percent or less deflection (or deformation) of the pipe.
The mandrel (go/no-go) device shall be cylindrical in shape and constructed
with either 9 or 16 evenly spaced arms or prongs. Mandrels with less arms (in
odd or even numbers respectively) will be rejected as not sufficiently
accurate. The contact length of the mandrel's arms shall equal or exceed the
nominal diameter of the sewer to be inspected. Critical mandrel dimensions
shall carry a tolerance of 10.01 inch.
Pipe dimensions as contained in ASTM 2680, latest revision, shall be used to
compute the mandrel dimensions. Allowances for pipe wall thickness tolerances
or ovality (from shipment, heat, shipping loads, poor production, etc.) shall
not be deducted from the base ASTM data, but shall be counted as a part of the
5 percent or lesser deflection allowance.
The mandrel shall be hand pulled by the Contractor through all sewer lines.
Any sections of sewer not passing the mandrel shall be uncovered and the
Contractor shall reround or replace the sewer to the satisfaction of the
Engineer. These repaired sections shall be retested.
The inspection shall be conducted no earlier than 30 days after reaching final
trench backfill grade, provided in the opinion of the Engineer that sufficient
water densification or rainfall has occurred to thoroughly settle the soil
throughout the entire trench depth. If this cannot be achieved in the time
after installation prior to the project completion date, then the mandrel size
shall be increased to measure 1/3 less of a deflection allowance.
Drawings of the mandrel with complete dimensioning shall be furnished by the
Contractor to the Engineer for his approval for each diameter and
specification of pipe.
180-1
Section 190
Air Testing
LOW PRESSURE AIR TESTING
FOR SEWER LINES
190-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all labor, equipment, tools,
supplies, and incidentals necessary for low pressure air testing of all sewer
lines. Sewer line segments which have been scheduled for only partial
replacement shall not be air tested.
190-B. TESTING. After the sewer line has been installed and manholes
constructed, the Contractor shall proceed to air test all sewer lines to
determine if sewers are free of breaks or other defects which would permit
excessive infiltration or exfiltration. The test shall be performed
according to the provisions of ASTM C828, latest revision, and these
technical Specifications.
The sewer line shall be air tested prior to backfilling or reconnecting the
existing service lines.
On all gravity flow sewers, the Contractor shall conduct low pressure air
tests of the various sections of pipe by use of equipment manufactured for
this purpose. The equipment shall include a regulator to avoid
overpressurizing and possibly damaging an otherwise acceptable line. The
equipment used shall be identical or equal to the Air-Loc system as
manufactured by Cherne Industrial, Inc., Hopkins; Minnesota.
The low pressure air test shall be conducted by plugging each opening in the
reach of pipe to be tested, including all service wyes, tees or saddles.
All plugs shall be braced against slippage due to internal pressure, and no
one shall be allowed in the manhole during the testing procedure. One of the
plugs provided must have an inlet tap or other provision for connecting an
air hose. After connecting the air, control equipment to the air hose,
monitor the air pressure so that the internal pressure does not exceed 5.0
psig. After reaching 4.0 psig, the air supply shall be throttled to maintain
between 4.0 and 3.5 psig for at least 2 minutes in order to allow equilibrium
between air temperature and the pipe walls. If plugs are found to leak, the
Contractor shall bleed off the air, tighten the plugs, and again begin
supplying air. After the temperature has stabilized, the pressure is allowed
to decrease to 3.5 psig. At 3.5 psig, the Contractor shall begin timing to
determine the time required for the pressure to drop to 2.5 psig. The pipe
shall be presumed free of defects if the time, in seconds, for the air
pressure to decrease from 3.5 psig to 2.5 psig is greater than that shown in
the table below.
" Pipe Size
Minimum Time
Pipe Size
Minimum Time
(Inches)
(Minutes/100 Ft.)
(Inches)
(Minutes/100 Ft.)
I 3
0.2
21
3.6
4
0.3
27
4.2
6
0.7
30
4.8
I 8
1.2
33
5.4
10
1.5
36
6.0
12
1.8
39
6.6
18
2.1
42
7.3
190-1
Air Testing
If by use of the above procedure, defective section(s) of line are found, the '
line segment shall be tested at 20 foot intervals to determine the exact
location of the defect(s). Repairs shall be made in defective section(s) and
the entire line segment shall then be retested.
I
I
I
190-2
section Suu
STREET OVERLAY, DRIVING SURFACE; SIDEWALK,
AND_CURB AND GUTTER REPAIR
300-A. GENERAL. The work to be. included under this section of the
Specifications shall consist of providing all labor, equipment, tools,
supplies, and incidentals necessary for the repair of driving surfaces, curb
and gutter, and sidewalks. This specification is intended for any driving
surface, paved or unpaved, including but not limited to streets, roads,
driveways, and parking lots.
This specification does not apply to state or interstate highways, or driving
surfaces within railroad rights of way unless otherwise directed by the
Engineer.
300-B. MATERIALS.
1. Prime Coat. Prime coat material shall be Grade MC -30 as set forth in
Table II on page 160 of the 1978 Edition of the Arkansas State Highway
Department Standard Specifications.
2. Tack Coat. Tack Coat material shall be Grade SS -1, as set forth in Table
III on page 161 of the 1978 Edition of the Arkansas State Highway
Department Standard Specifications.
3. Hot -Mixed, Hot -Laid Asphaltic Concrete. The hot -mix. asphalt surface
course shall conform in composition to the weights and gradation of
Type 2 asphalt as set forth under Section 408, page 174, of the
1978 Edition of the Arkansas State Highway Department Standard
Specifications, using asphalt cement viscosity grade AC -30.
4. Concrete.. Concrete shall be as defined in Section 800 of these
Specifications.
5. Reinforcing Steel. Reinforcing steel shall be as defined in Section 810
of these Specifications. .
6. Crushed Stone Base. Crushed stone base shall be in conformity with the
gradation and hardness requirements as set forth under Section 306 of the
1978 Edition of the Arkansas Highway Department Standard Specifications,
Class SB-2. The crushed stone supplier shall submit certificates stating
that the materials provided are in conformance with these specifications.
7. Curb and Gutter Joint Sealer. Curb and gutter joint sealer shall be
either Type 1, Type 2, or Type 3 in accordance with Section 501 of the
1978 Edition of the Arkansas State Highway Department Standard
Specifications.
300-C. MATERIALS AND CONSTRUCTION. The following Specifications are hereby
referenced and made a part of these Specifications. These Specifications are
contained in the "Standard Specifications for Highway Construction," Edition
of 1978, published by the Arkansas State Highway Commission. The page numbers
300-1
_IC 1. L LULL JVV
given below refer to pages in these "Standard Specifications for Highway
Construction."
These Specifications are available for inspection in the Engineer's office, or
may be obtained from the Arkansas State Highway Department, Little Rock,
Arkansas, and are set out below.
Bituminous Pavement, Part 400
Pages
Prime and Tack Coats, Section 401 . . . . . . . . . 150-153
Materials and Equipment for Bituminous Surface
Courses, Section 403 . . . . . . . . . . . . 157-165
Asphaltic Concrete Hot -Mix Surface Course,
Section 408 . . . . . . . . . . . . . . . . . 174-177
Materials and Equipment for Hot -Mix Bituminous
Binder and Surface Courses, Section 409 . . . 177-188
Construction Methods for Hot -Mix Bituminous
Binder and Surface Courses, Section 410 . . . 188-195
300-D. CONSTRUCTION.
Pavement Removal, Pipe Protection Cover and Backfill. The pavement shall
be removed, pipe protection cover placed, and trench backfilled in
accordance with the pipe Specifications according to the type of pipe
sewer being installed.
All pavements which have been removed or damaged shall be repaired in
accordance with these Specifications depending upon the type of pavement
existing prior to construction. No payment for repair will be made for
pavements damaged outside the width of allowable removal set out in
Section 095 of these Specifications.
a. Asphaltic Pavement Repair. After the trench has been backfilled,
the trench shall be permitted to settle as set out in Section 146 of
these Specifications. After this time the permanent repair shall be
made as follows. The existing pavement shall be saw -cut and removed
to a point 18 inches beyond the trench line limits, and brought to
grade 3 inches below the top of the existing pavement. This area
shall then be resurfaced by applying asphaltic cement prime coat at
the rate of 0.25 gallons/square yard, followed by a minimum of 3
inches of hot -mixed, hot -laid asphaltic concrete, laid to an
elevation matching the existing finished grade. The hot -mixed,
hot -laid asphaltic concrete shall be compacted to 92 percent of
theoretical density.
One nuclear densometer
test per asphaltic
patch
or repair shall be
performed.
The asphaltic pavement repair shall be deemed acceptable by the
Engineer upon a passing nuclear densometer test at a location as
directed by the Engineer. The cost of determining the compacted
density shall be at the expense of the Contractor.
300-2
Section 300
Any unacceptable patch or repair shall be recompacted and retested
at the Contractor's expense.
b. Concrete Pavement and Asphaltic Overlaid Concrete Pavement Repair.
After the trench has been backfilled, the trench shall be permitted
to settle as set out in Section 146 of these Specifications. The
trench area and an area 12 inches either side of the trench shall be
brought to a grade 8 inches below the top of the existing concrete
pavement. One-half (1/2) inch diameter reinforcing steel shall be
drilled and grouted into the existing pavement at 12 inch centers
both ways. Concrete shall then be poured into the excavated area to
an elevation matching the existing finished grade, and troweled or
brushed to match the existing finish.
If the existing surface is a bituminous overlay, lamp black shall be
mixed into the top 1 inch of the concrete to match the color of the
surrounding pavement.
c. Unpaved Driving Surface Repair. After the trench has been.
backfilled and allowed to settle as set out in Section 146 of these
Specifications, the surface shall be brought to the existing grade
with additional crushed stone base.
2. Pavement Overlay. Some streets may require an overlay. Streets shall be
overlaid only as shown on the Plans. Payment for street overlays shall
be made under the appropriate items as set out in the Methods of
Measurement and Payment.
a: Surface Preparation. Excavated areas within the limits of sewer
line construction shall be backfilled in accordance with the pipe
specifications..
All areas within the limits of the street overlay which show
evidence of chuck holes, cracks, etc. shall be repaired and patched
with an asphalt mixture. After the Contractor has completed all
patching required, the surface shall be thoroughly cleaned and swept
with power brooms.
When the surface is distorted, construction of leveling courses or
leveling wedges shall be required to restore proper line and
cross-section. Leveling wedges are patches, of asphalt hot mix used
to level sags and depressions in existing old pavement prior to the
overlay operation.
b. Tack and Prime Coats.
(1) Prime Coat. Prior to the placement of the asphaltic overlay a
prime coat shall be applied to areas within the limits of the
pavement removal at the rate of 0.25 gallons per square yard.
This item shall be considered subsidiary to asphalt concrete
hot -mix surface course.
300-3
VG.L 1Vll JlV
(2) Tack Coat. Prior to the placement of the asphaltic overlay a
tack coat shall be applied to the existing pavement at the rate
of 0.10 gallons per square yard. This item shall be considered
subsidiary to asphaltic concrete hot -mix surface course.
c. Asphaltic Concrete Hot -Mix Surface Course. A laver of asphaltic
concrete of the thickness as shown on the Plans or directed by the
Engineer, shall be placed on all street areas to be paved or
overlaid, as shown on the Plans. The asphalt shall be placed by a
self-propelled asphalt laying machine equipped with an adjustable
vibrating screed, and of such size as will permit the laying of
one-half street width during each pass of the machine. Asphalt
placement shall be in accordance with Section 300-C of these
Specifications. Where possible the entire width shall be overlaid
with one pass, thereby eliminating the longitudinal joint.
The finished bituminous course shall be compacted to not less than
92 percent of theoretical density. A mix design shall be submitted
to the Engineer for approval prior to use of any materials.
Approximately one nuclear densometer test per 300 Linear Feet of
asphaltic overlay shall be performed, but in no case shall less than
2 tests be conducted per overlay.
The asphaltic pavement repair shall be deemed acceptable by the
Engineer upon passing nuclear densometer tests at locations directed
by the Engineer. The cost of determing the compacted density shall
be at the expense of the Contractor.
Any unacceptable overlaid area shall be recompacted and retested at
the Contractor's expense.
3
Curb and Cutter Repair. The Plans show the location of curb and gutter
to be replaced. The curb and gutter shall be constructed on previously
placed trench backfill material.
Expansion joints shall be made at drop inlets (if required), radius
points and at intervals not greater than 50 feet along the curb line.
The joint shall not be less than one-half inch thick and shall be filled
with joint filler neatly trimmed to match the cross section of the curb
and gutter. Contraction joints shall be either formed or sawed at a
spacing of not more than 10 feet to a depth of 1' inches. All joints
shall be filled with an approved joint filler and sealed.
The concrete shall be placed on subgrade that has been watered down, and
shall be vibrated and spaded until the mortar is evenly spread. The
surface shall be finished smooth with rounded corners. The curing of the
concrete shall be controlled and the concrete protected in accordance
with the prevailing weather conditions at the time of the pour. Concrete
will not be poured when the outside temperature is below 40° F. within
four hours after the last batch is poured.
300-4
Section 300
When the curb and gut1er4,have_ cured,1;the,Contractor will shape the area
behind the curb to th', existing finishedTgrade. Extreme care shall be
exercised to avoid damage to the curb and gutter during the backfill
operation.. Any such damage will be replaced at the Contractor's expense.
4. Sidewalk Repair. The Plans show the locations of sidewalks to be
repaired. The sidewalk shall be placed on trench backfill material as
previously specified.
The concrete shall be placed on subgrade that has been watered down, and
shall be vibrated and spaded until the mortar is evenly spread. the
surface shall be finished smooth with rounded corners. The curing of the
concrete shall be controlled and the concrete protected in accordance
with the prevailing weather conditions at the time of the pour. Concrete
will not be poured when the outside temperature is below 40° F. within
four hours after the last batch is poured.
Nonreinforced Portland cement concrete sidewalks shall be constructed at
the locations shown on the Plans. The sidewalks shall be constructed to
the width as required to•match the existing sidewalk. The thickness
shall be a minimum of 4 inches, and contraction joints shall be either
formed or sawed at a spacing of not more than 5 feet 0 inches.
Redwood expansion joints shall be placed at no greater than 30 foot
intervals. Expansion joints shall be placed between the sides of the
walks and adjacent curb pavement or other structures. This space shall
be filled with approved joint sealer.
The finish shall be a light broom finish.
5. Barricades, Guards and Safety Provisions. To protect persons from injury
and to avoid property damage, adequate barricades, construction signs,
torches,, red lanterns and guards as required shall be placed and
maintained during the progress of the construction work and until it is
safe for traffic to use the highway. All material piles, equipment and
pipe which may serve as obstructions to traffic shall be enclosed by
fences or barricades and shall be protected by proper lights when the
visibility is poor. Execution of all safety precautions set forth in the
Special Conditions is the sole responsibility of the Contractor.
6. Maintenance of Traffic and Closing of Streets. The Contractor shall
carry on the work in a manner which will cause the least interruption to
traffic, and may close to trough travel not more than two consecutive
blocks, including the cross street intersected. Where traffic must cross
open trenches, the Contractor shall provide suitable bridges at street
intersections and driveways.
The Contractor shall
post
suitable
signs indicating that a
street is
closed and necessary
detour
signs for
a proper maintenance of
traffic.
7. Piling Excavated Material for Reuse. All excavated material which is to
be reused shall be piled in a manner that will not endanger the work and
that will avoid obstructing sidewalks and driveways. Hydrants under
300-5
ucl WLI JVV .
pressure, valve pit covers, valve boxes, curb stop boxes, fire and police
call boxes, or other utility controls shall be left unobstructed and
accessible until the work is completed. Gutters shall be kept clear or
other satisfactory provisions made for street drainage, and natural water
courses shall not be obstructed.
8. Removal of Excess Material. All excess excavated material shall be
loaded in trucks during the excavating operation, hauled from the job
site and disposed of at the option of the Contractor.
9. Cleanup. Cleanup of areas behind the curb and gutter and around
sidewalks shall be in accordance with Section 900 of these
Specifications. '
300-6
Section 500
Point Repairs
POINT REPAIRS,
500-A. GENERAL. The work to be included under this section of the
Specifications shall consist of providing all materials, labor, equipment,
tools, supplies, bypass pumping, and incidentals necessary to plug or repair
existing sewer line segments and appurtenances.
500-B. CLASSIFICATION OF POINT REPAIRS. Point repairs shall include such
repairs as are generally set out in Tab].e 3 below, and hereinafter
specified. Also listed in Table 3 is the related point repair
rehabilitation code as referenced on the Plans and in these Specifications,
and the primary bid item(s) under which payment will be made as set out in
the Methods of Measurement and Payment.
Rehabilitation Method
Plug Overflow at Exit
Excavate and Repair Faulty Main
Line Tap Under Easement
TABLE 3
Rehabilitation Code
1
18
Bid Items
1
Excavate and Repair Faulty Main 19
Line Tap Under Pavement
The line segments upon which point repair rehabilitation work is required
are set out in tabular form in Table 4 at the end of this section of the
Specifications.
' 500-C. MATERIALS.
1. Crushed Limestone. Crushed limestone trench backfill (where specified)
' shall be Class SB-2, as defined in Section 306 of the 1978 Edition of
the Arkansas State Highway Department Specifications. Note: This item
shall be paid for at the unit price bid in the proposal, and as set out
in the Methods of Measurement and Payment.
' 2. Concrete. Concrete shall be as defined in Section 800 of these
Specifications.
' 3. Sewer Pipe and Appurtenances. All sewer pipe, fittings, joints,
lubricant, bedding and backfill gravel shall be in conformance to the
' Pipe Specifications, depending upon the type of pipe used.
500-D. CONSTRUCTION. Methods for performing each of the Rehabilitation
Methods contained in Section 500-B above are set out as follows.
1
500-1
Point Repairs
1. General Construction.
I
a. Flow Control and Bypass Pumping. All flow control and bypass
pumping as necessary shall be provided by the Contractor. All
bypass pumping required during construction shall be in accordance
with Section 090 of these Specifications. There is no separate
pay item for bypass pumping and bypass pumping, as necessary,
shall be considered subsidiary to the rehabilitation method
employed.
b. Surface Removal. Surface removal shall be in accordance with
Section 095 of these Specifications. There is no separate pay
item for the removal of existing cover or excavation, and any such
removal or excavation shall be considered subsidiary to the
rehabilitation method employed.
c. Driving Surface, Sidewalk, and Curb and Gutter Repair. After the
proposed manhole rehabilitation has been completed, all paved and
unpaved driving surfaces, driveways, parking lots, sidewalks, and
curb and gutter shall be repaired as set out in Section 300 of
these Specifications. Payment for the different types of surface
repairs shall be made to the Contractor as set out in the Methods
of Measurement and Payment except that damage to any groundcover,
driving surface, sidewalk or curb and gutter while performing
manhole rehabilitation under Rehabilitation Code I shall be
considered non -essential, and the Contractor shall be responsible
for repairing any damaged areas at his own expense.
d. Cleanup. After the proposed manhole rehabilitation has been
completed, the Contractor shall clean up the area in accordance
with Section 900 of these Specifications. Payment for cleanup
shall be made to the Contractor as set out in the Methods of
Measurement and Payment section of these Specifications except
that damage to any surface while performing manhole rehabilitation
under Rehabilitation Codes 27, 28, 29 or 40 shall be considered
non -essential, and the Contractor shall be responsible for
repairing damaged areas at his own expense.
2. Plug Overflows at Exit (Rehabilitation Code No. 1). Overflows and
bypasses exist at lift stations and manholes. The Contractor shall be
responsible for making a watertight repair at the overflow or bypass
outlet at the locations shown or. the Plans and as hereinafter
specified.
The overflow line shall be thoroughly cleaned at the inlet point for a
distance of 24 inches down the overflow line. A watertight concrete
plug shall then be poured down the overflow line for a distance of
12 inches. NO OVERFLOWS SHALL BE PLUGGED UNTIL EVERY OTHER ITEP1 OF
CONSTRUCTION AND REHABILITATION HAS BEEN COMPLETED UNDER THIS CONTRACT.
3. Excavation and Repair of Faulty Main Line Taps (Rehabilitation Codes 18
and 19). The Contractor shall be responsible for repairing the point
where the service line connects with the main line.
500-2
Section 500
Point Repairs
Main line tap repairssare.indicated, 4n;Table 4 at the end of these
Specifications. Some of these line segments have not been previously
televised to locate the exact point(s) requiring repairs. On these
segments, the line shall be cleaned and televised to find the exact
point of repair, as determined by the Engineer. After the point has
been established, the repair shall be initiated.
The Contractor shall be responsible for repairing the main line tap so
that no possible infiltration or inflow may be created.
a. Trench Preparation. All trench preparation and construction shall
be made in accordancewith the detail sheet of the Plans and Pipe
Specifications Section 100-C.4 of these Specifications except that
the trench shall be excavated to a depth so that a concrete collar
may be placed in conformance to the dimensions as shown on the
Plans.
b. Repair of the Main Line Tap Connection. . The main line tap
connection shall be externally sealed with "Ram -Neck" flexible
' plastic material, or equal. The sewer line and service line are
to be cleaned with a wire brush to remove any dirt, mud, or other
debris from the lines. An unreinforced concrete collar shall then
be poured so as to encase the main sewer line and service line,
I. and shall extend a minimum of 6 inches above, below, and on both
sides of the main line and service line. The encasement shall
extend a distance of 12 inches from the point of connection of the
' service line and main line along the service line, and a distance
of 12 inches along the main line on both sides of the service
line.
I c. Pipe Protection Cover and Backfilling. After the initial set of
the concrete encasement, pipe protection cover and backfill shall
be placed in accordance with Section 146 of these Specifications.
I
I
I
I
I
I
500-3
REHAB CODE: 1
TABLE 4
MAINLINES REQUIRING PLUGGING OF OVERFLOW
LINE OTHER
NUMBER STREET COVER WORK
Minisystem 2
2/3 Seventh Street Field No
Minisystem 8
PS6/Creek State Hwy. 265 N. Yard
No
REHABILITATION
METHOD AND
LOCATION
Plug Overflow at
Exit
Plug Overflow at
Exit
500 T4-1
REHAB CODES: 18 & 19
TABLE 4 (Cont.)
MAINLINES REOUIRING TAP REPAIRS
LINE NO.
TELEVISED
REHABILITATION
SIZE/LENGTH
OTHER
DURING
METHOD AND
MATERIAL
STREET
DEPTH
COVER
WORK
SURVEY
LOCATION
Minisystem 2
9/10
2 Main Line Tap
8'/335'
East
Repairs at 225'
Clay
Avenue
10
Pavement
No
Yes
& 293' from MR 10
30/31
South
Main Line Tap
12'/110'
College
Repair at 102'
Clay
Avenue
4'
Pavement
No
Yes
From WI 31
71/72
Main Line Tap
10"/408'
Mill
Repair at 233'
Clay
Avenue
6'
Pavement
No
Yes
From MM 72
Minisystem 7
64/117
Main Line Tap
6"/345'
Lewis
Repair at 196'
Clay
Avenue
8'
Pavement
No
Yes
From MH 117
64E/64F
Main Line Tap
6"/293'
Lewis
Repair at 107'
Clay
Avenue
9'
Easement
No
Yes
From MN 64F
160/161
Wedington
Main Line Tap
8"/315'
Drive
Repair at 150'
Clay
(Easement)
6'
Yard
No
Yes
From MM 161
166/167
2 Main Line Tap
B"/272'
Sang
Repairs at 28' &
Clay
Avenue
9'
Pavement
No
Yes
231' From MIT 167
5O0 T4-2
Section 800
Concrete
800-A. GENERAL. This item shall consist of forms, providing all labor,
equipment, tools, supplies, and incidentals necessary for the construction of
concrete structures, tanks, bridges, culverts and miscellaneous work,
including the concrete portions of steel, timber, stone masonry and composite
structures, prepared and constructed in accordance with these Specifications,
and conforming to the lines, grades, dimensions, and designs shown on the
Plans. Concrete shall consist of an approved Portland cement, a fine
aggregate, a coarse aggregate, and water mixed in the proportions specified.
Air entrainment shall be accomplished by the addition of an air -entraining
agent to the mixing water. The various materials entering into the
composition of the concrete shall be such as will satisfy the requirements
specified into this section.
800-B. MATERIALS. The materials used shall conform to the requirements as
set out herein. No materials shall be used containing foreign matter, frost,
or lumps or crusts of hardened substances. The gradation of the aggregate
shall be determined by laboratory methods with sieves having square openings.
The Contractor or producer shall use the size, length and character of screen
and method of crushing and screening that is best suited to produce the
different sizes of aggregate required.
1. Water. All water used in mixing or curing shall be clean and free from
injurious amounts of oil, salt, or other deleterious substances. Where
the source of water is relatively shallow, it shall be obtained at such a
depth, and the intake so enclosed as to exclude silt, mud, grass or other
foreign materials.
' 2. Cement. Portland cement shall conform to the requirements of the current
A.A.S.H.O. Specifications, Designation M 85, for Portland cement.
Unless otherwise provided, Type I shall be furnished. Only one brand of
' any one type of cement shall be used on the contract except by written
permission of the Engineer.
The Contractor may use, subject to the approval of the Engineer, Type
'III, a high early strength Portland cement.
When a type of cement not specified on the Plans or in the Specifications
' is permitted by the Engineer, any additional cost shall be assumed by the
Contractor.
' 3. Air -Entraining Agent. The air -entraining agent shall comply with the
requirements of Standard Specifications of Air -Entraining. Admixtures for
Concrete, A.A.S.H.O. Designation M-154, and shall be added to the mixing
' water in solution. The Contractor shall submit evidence based on tests
made in a recognized laboratory to show that the air -entraining admixture
conforms to the requirements of the latest revision A.A..S.H.O. M-154
(ASTM C206) for seven and 28 •day compressive and flexural strengths and
' resistance to freezing and thawings, except as provided in the following
paragraph. Tests for bleeding, bond strength and volume change will not
be required. A "recognized" laboratory is any State Highway, Bureau of
1
800-1
Concrete
Public Roads or cement concrete laboratory
Cement Reference Laboratory of the National
may be made upon samples taken from a
Contractor for use on the project or upon sai
by the manufacturer as representative of the
regularly inspected by the
Bureau of Standards. Tests
quantity submitted by the
aples submitted and certified
admixture to be supplied.
An exception to the requirements in the preceding paragraph is the case
of admixtures which are manufactured by neutralizing Vinsol resin with
caustic soda (sodium hydroxide). When the Contractor proposes to use
such an admixture he shall submit a certification concerning the
admixture in the following form:
"This is to certify that the product (trade name) as manufactured and
sold by the (company) is an aqueous solution of Vinsol resin that has
been neutralized with sodium hydroxide. The ratio of sodium hydroxide to
Vinsol resin is one part of sodium hydroxide to (number) parts of Vinsol
resin. The percentage of solids based on the residue dried at 105° C. is
(number). No other additive or chemical agent is present in this
solution."
When the Contractor proposes to use an air -entraining admixture which has
been previously approved, he shall submit a certification stating that
the admixture is the same as that previously approved. If an admixture
offered for use is essentially the same (with only minor difference in
concentration) as another previously approved material, a certification
will be required stating that the produce is essentially the same as the
approved admixture and that no other admixture or chemical agent is
present.
Either prior to or at any time during construction the Engineer may
require that the admixture selected by the Contractor be further tested
to determine its effect upon the strength of the concrete. When so
tested, seven-day compressive strength of concrete made with the cement
and aggregates in the proportions to be used in the work and containing
the admixture under test in an amount sufficient to produce 5 percent ±1
percent entrained air in the plastic concrete shall be not less than 88
percent of the strength of concrete made with the sane materials and with
the same cement content and consistency but without the admixture.
The percentage reduction in strength shall be calculated from the average
strength of at least five standard 6 inch by 12 inch cylinders of each
type of concrete.
Specimens shall be made and cured in the laboratory in accordance with
the requirements of the latest revision of the A.A.S.H.O. T-126 (ASTM C
192) and shall be tested in accordance with the requirements of the
latest revision of A.A.S.H.O. T-22 (ASTM C 39).
The percentage of entrained air shall be determined in accordance with
the requirements of the latest revision of A.A.S.H.O. T-152 (ASTM C 231).
Cement furnished in sacks shall weigh not less than 94 pounds net per
sack, the use of cement salvaged from used or discarded sacks will not
be allowed, nor will the mixing or alternate use of different brands of
800-2
Section 800
Concrete
cement be permitted•.%:.*Cement placed-.,,inr°storage shall be suitably
protected. Any retrogr sign in quality "'occurring during the storage
period will be cause for rejection. If the cement furnished shows
erratic behavior under the field conditions incident to the pouring and
placing of the concrete, or in regard to the strength of the finished
product, or in the time of the initial or final set, the Contractor will
at once, without notice from the Engineer, cease the use of that brand of
cement and furnish cement of such properties as to ensure work of a
quality satisfactory to the Engineer.
4.. Coarse Aggregate. The coarse aggregate shall consist of crushed stone or
gravel. A coarse aggregate consisting of a combination of crushed stone
and gravel shall be used only when specifically approved by the Engineer.
Crushed stone shall consist of clean, tough, durable fragments of rock of
uniform quality. The stone shall have a percent of wear or not more than
40 (Los Angeles test) and when subjected to five cycles of the soundness
test (Sodium Sulphate), shall have a loss not to exceed 12 percent.
Gravel shall consist of clean, hard, durable, uncoated pebbles, crushed
or uncrushed, having a percent of wear of not more than 40 (Los Angeles
test) A.A.S.H.O. Designation T-96.
When tested by laboratory methods the amount of deleterious substances
' will not exceed the following limits:
Maximum Permissible
' Percentage by Weight
Removed by decantation -------------------- 1%
I
Coal and signite-- 0.25%
Clay lumps 0.25%
- Soft fragments _____ 5%
Total deleterious substances -----------5%
' Coarse aggregate size shall be reasonably well graded from coarse to fine
and shall conform to the following grading requirements:
Class A(AE) Concrete:
Retained on 1-1/4" sieve ------------------ 0%
' Retained on 3/4" sieve -------------------- 20-65%
Retained on 3/8" sieve 70-90%
Retained on No. 4 sieve ------------------- 95-100%
' Coarse aggregate from any one source shall not vary as to maximum size
and shall be uniform to a reasonable degree in gradation with the
t representative sample submitted by the Contractor, with the further
provision the aggregate furnished from any one source having a variation
in fineness modulus greater than 20 points either way from the fineness
modulus of the representative sample submitted by the Contractor will not
be accepted under the Specifications.
800-3
Concrete
5. Fine Aggregate. The fine aggregate shall consist of clean, hard, durable
particles of natural sand or other approved inert material with similar
characteristics.
The amount of deleterious substances shall not exceed the following
limits:
Maximum Permissible
Percentage by Weight
Removed by decantation
Clay lumps -----------
Coal and lignite -----
Soft and flaky particles
2%
0.50%
0.25%
2%
The fine aggregate shall be free from injurious amounts of organic
impurities and shall pass the mortar strength test as specified in the
following: When the fine aggregate is mixed with Portland cement in the
proportion of one part of cement to three parts of fine aggregate, the
tensile strength compared to standard Ottawa sand mortar specimens made
with the same cement of the same proportions and consistency shall not be
less than 100 percent at seven and 28 days,
Fine aggregate shall be reasonable well graded from coarse to fine, and
shall conform to the following grading requirements:
Total
retained
on
3/8"
sieve ---------------
0%
Total
retained
on
No.
4 sieve --------------
0-5%
Total
retained
on
No.
8 sieve --------------
5-30%
Total
retained
on
No.
16 sieve -------------
20-55%
Total
retained
on
No.
30 sieve ------------
40-80%
Total
retained
on
No.
50 sieve -------------
70-95%
Total
retained
on
No.
100 sieve ------------
95-100%
6. Mortar Sand. Fine aggregate from any one source shall be uniform to a
reasonable degree in gradation with the representative sample submitted
by the Contractor, with the further provision that aggregate supplied
from any one source having a variation in fineness modulus greater than
20 points either way from the fineness modulus of the representative
sample submitted by the Contractor will not be accepted.
Mortar sand, when specified, shall meet the following gradations:
Passing No. 8 sieve ------------------------ 100%
Passing No. 50 sieve -----------------------15-40%
Passing No. 100 sieve ------------------- 0-10%
7. Joint Fillers. The material for filling and sealing joints shall comply
with the Specifications for one or more of the following types,
a. Preformed Joint Fillers. Preformed joint filler, bituminous type,
shall meet the requirements of the current A.S.T.M. Specifications,
Designation D 994 (A.A.S.H.O. Designation M-33).
800-4
Section 800
Concrete
1.
Preformed•expansion :joint filler;,•non;extiuding and resilient types,
shall meet the'Y' requirements of the current A.A.S.H.O.
Specifications, Designation M-153, except that all materials shall
require a load of at least 100 pounds per square inch for
compression to 50 percent of original thickness. Unless otherwise
designated on the Plans or in the Detailed Specifications, Type III
filler shall be used:
b. Poured Joint Filler. Poured
prepared mixture of asphalt and
shall be diatomaceous earth. 7
and shall not foam when heated
application, 400° to 485° F.
following requirements:
Joint filler shall consist of a
mineral filler. The mineral filler
he mixture shall be free from water
to the proper temperature range for
It shall also comply with the
Specific Gravity at 77° -
Softening Point --------------------
Penetration at 77° F. 100 gm. 5 sec. -
Penetration at 32° F. 200 gm. 1 min. -
Penetration at 115° F. 50 gm. 5 sec. -
Flash Point ------------------------
Ash--------------------------------
Settlement Ration ------------------
Ductility at 77° F. ------------=----
Flow at 140° F. --------------------
1.02 min.
183° F. to 200° F..
68 to 88
38 min.
160 max.
550° F. min.
8% min.
1.02 max.
5 min.
0.5 cm. max.
8. Water Stops. Synthetic rubber and metal water stops shall conform to the
requirements of the Specifications covering Reinforcing Steel as
hereinafter set out.
800-C. CLASSES OF CONCRETE, PROPORTIONING AND CONSISTENCY.
1. Class A(AE)
Concrete.
All concrete provided shall be Class
A(AE)
concrete and
shall be i-n
conformance with the Specifications.
2. Proportioning. The concrete mixture shall be proportioned as so to
secure a workable and durable concrete, as hereinafter specified.
Class A(AE) Concrete
Designated Size of Coarse Aggregate - 114" to
Minimum Cement Factor --------------- 6 Bags
Maximum Net Water Content per
Bag (94 lbs.) of cement -------- 5½ gal
Range in Slump =--------------------- 2 to 4
Air Content (Range) ----------------- 4 to 6
No. 4 Square Openings
per Cubic Yard
Ions
inches
percent.
The Contractor shall -provide laboratory design mixes for approval by the
Engineer. The concrete materials shall be proportioned as determined by
the Engineer using the Absolute Volumes method in accordance with- the
requirements for each class specified above. It is the intent of the
U
800-5
Concrete
above limits to produce a concrete with a minimum 28 day compressive
strength of 3,000 pounds per square inch.
The compressive strength will be determined from testing cylinders which
have been sampled from concrete used in the structure, cured under the
same conditions as the structure, made and compression tested in
accordance with the current American Association of State Highway
Officials Specifications, Designation T-23, covering the testing of
molded cylinders. If the strength required for the class of concrete
being produced is not secured with the minimum cement content specified,
additional cement shall be used at the Contractor's expense.
When the Contractor proposes to use a new source of material which has
not been proven by past experience, he shall submit samples sufficiently
in advance so that trial mixes can be prepared and the concrete tested as
provided above.
The air entrainment shall be accomplished by adding to the mixing water
the proper amount of air -entraining agent in solution. The Engineer
shall determine by means of trial batches on the project the amount of
admixture required to produce an air content within the range specified.
The mixer shall be equipped with a suitable automatic dispenser for
adding to the mixing water the desired amount of air -entraining agent.
The dispenser shall be constructed and connected so that the Inspector
can make ready determination of the amount of air -entraining admixture
entering the mixing water.
3. Consistency. Concrete shall have a consistency such that it will be
workable in the required position. It shall be of such a consistency
that it will flow around reinforcing steel but individual particles of
the coarse aggregate when isolated shall show a coating of mortar
containing its proportionate amount of sand. The consistency of concrete
shall be gauged by the ability of the equipment to properly place it and
not by the difficulty in mixing or transporting. The quantity of mixing
water shall be determined by the Engineer in accordance with Section
800-A.2 above and shall not be varied without his consent.
In general, the slump for concrete, placed by the usual methods or by the
vibration method, shall comply with the requirements of Section 800-C
above, unless otherwise authorized by the Engineer.
800-D. SAMPLING AND TESTING. Compliance with the requirements shown in
Section 800-C above shall be determined in accordance with the current methods
of the American Association of State Highway Officials.
During the progress of the work, concrete test cylinders or beams will be made
by the Engineer and tested for compressive strength or modulus of rupture for
the purpose of checking the field control of the quality of the concrete. The
cost of working, transporting, testing and all other costs associated with
sampling and testing will be borne by the Contractor.
800-E. HANDLING AND STORAGE OF MATERIALS. The handling and storage of
concrete aggregates shall be such as to prevent segregation and the admixture
800-6
Section 800
Concrete
of foreign materials. The yEngineer may require -that the aggregates be stored
on suitable platforms. Coarse and fine aggregates shall be stored in separate
stockpiles sufficiently removed from each other to prevent the material at the
edge of the piles from becoming intermixed. The location of stockpiles shall
be satisfactory to the Engineer.
All cement shall be stored in suitable weatherproof buildings which will
protect the cement from dampness. Provision for storage shall be ample and
the shipments of cement as received shall be separately stored in such a
manner as to provide easy access for the identification and inspection of each
shipment. Stored cement shall meet the test requirements at any time after
storage when a retest is ordered by the Engineer.
On small jobs, storage in the open may be permitted by written authorization
from the Engineer, in which case a raised platform and ample waterproof
covering shall be provided.
Copies of cement records shall be furnished the Engineer, showing in such
detail as he may reasonably require, the quantity used during the day or run
at each part of the work. Cement held in storage for a period of over three
months, or cement which, for any reason, the Engineer may suspect of being
damaged, shall be subject to a retest before being used on the work.
' 800-F. MEASUREMENT OF MATERIALS. Materials shall be measured by weighing,
except as otherwise specified or where other methods are specifically
authorized by the Engineer. The apparatus provided for weighing the
t aggregates and cement shall be suitably designed and constructed for this
purpose. Each size of aggregate and the cement shall be weighed separately.
The accuracy of all weighing devices shall be such that successive quantities
' can be measured to within 1 percent of the desired amount. Cement in standard
packages (sack) need not be weighed, but bulk cement shall be weighed. The
mixing.water shall be measured by volume or by weight. The water measuring
device shall be susceptible of control accurate to plus or minus 1/2 percent
' of the capacity of the tank. All measuring devices shall be subject to
approval.
' Where volumetric measurements are authorized by the Engineer for projects
where the amount of concrete is small, the weight proportions shall be
converted to equivalent volumetric proportions. In such cases, suitable
allowance shall be made for variations in the moisture condition of the
' aggregate, including the bulking effect in the fine aggregate.
When the aggregates contain more water than the quantity necessary to produce
' a saturated surface -dry condition as contemplated in Section 3 above,
representative samples shall be taken and the moisture content determined for
each kind of aggregate.
' When sack cement is used, the quantities of aggregates for each batch shall be
exactly sufficient for one or more full sacks of cement and no batch requiring
fractional sacks of cement will be permitted.
1
1
800-7
I
Concrete
800-G. MIXING CONCRETE.
I
1. Ready -Mixed Concrete. The use of ready -mixed concrete will be permitted
as approved by the Engineer. If the use of ready -mixed concrete is
permitted, all provisions set out heretofore for site -mixed concrete
shall be observed except as herein modified.
When the specified slump is 3 inches or less, the tolerance shall be plus
or minus 1/2 inch. When the specified slump is greater than 3 inches,
the tolerance shall be plus or minus 1 inch.
Ready -mixed concrete shall be understood to mean any concrete which is
proportioned and mixed in a central plant and hauled to the work site in
agitator trucks of approved type, or in non -agitating equipment when
approved by the Engineer; or concrete which is proportioned in a central
plant and mixed in approved transit mix trucks en route to the site of
the work; or mixed completely in a truck mixer at the point of delivery
following the addition of mixing water.
Mixer may be stationary mixers or truck mixers. Agitators may be truck
mixers or truck agitators. Each mixer and agitator shall have attached
thereto, in a prominent place, a metal plate on which is plainly marked
for the various uses for which the equipment is designed, the capacity of
the drum container in terms of volume of mixed concrete and the speed of
rotation of the mixing drum and blades.
The truck mixer, when loaded to manufacturer's rated capacity, which
shall not exceed 57-1/2 percent of the volume of the drum of the mixer,
shall be capable of combining the ingredients of the concrete within the
specified time into a thoroughly mixed and uniform mass and of
discharging the concrete with a satisfactory degree of uniformity.
The agitator, when loaded to manufacturer's rated capacity, which shall
not exceed 80 percent of the volume of the drum and of the agitator,
shall be capable of maintaining the mixed concrete in a thoroughly mixed
and uniform mass and of discharging the concrete with a satisfactory
degree of uniformity.
Mixers and agitators shall be operated within the limits of capacity and
speed of rotation designed by the manufacturer of the equipment. Units
designated as agitators shall not be used in connection with truck
mixing. When a stationary mixer is used for the complete mixing of the
concrete, the mixing time shall be the same and the mixer and mixer
operation shall comply substantially with the provision set out herein
for site -mixed concrete.
When a truck mixer is used for complete mixing, each batch of concrete
shall be mixed not less than 70 nor more than 100 revolutions of the drum
or blades at the rate of rotation designated by the manufacturer of the
equipment as mixing speed. Additional mixing, if any, shall be at the
speed designated by the manufacturer of the equipment as agitating speed.
800-8
Section 800
Concrete
When a truck mixer is, -used for transpdriing concrete which has been
completely mixed in a stationary mixer, mixing during transportation
shall be at the speed designated by the manufacturer of the equipment as
agitation speed, and the volume of the batch shall not exceed 80 percent
of the gross drum volume.
Concrete shall be delivered to the site of the work and discharged from
the truck mixer or agitator into the forms complete within 1-1/2 hours
after the introduction of the mixing water to the cement and aggregates
except that in hot weather, or under other conditions contributing to
quick stiffening of the concrete, the maximum allowable time may be
reduced by the Engineer. Each batch shall be accompanied by a time slip
issued at the batching plant bearing the time of departure.
Slump tests shall be made from time to time of individual samples taken
at the beginning, midpoint and end of the load. If these slumps vary by
more than the tolerances specified above, the mixer or agitator shall not
be used unless the condition is corrected.
Mixers and agitators shall be examined daily for changes in condition due
to the accumulation of hard concrete or mortar or wear of blades. The
pickup and throw -over blades shall be replaced when any part of section
is worn 1 inch or more below the original height of the manufacturer's
design. A copy of the manufacturer's design, showing dimensions and
arrangement of blades, shall be available at all times.
The concrete, when discharged, shall be of the consistency and
workability required for the job without the use of additional mixing
water. The rate •of discharge shall be controlled by the speed of
rotation of drums in the discharge direction with the discharge gate
fully open.
Unless otherwise approved by the Engineers, the mixed concrete shall not
be less than 50°F, and not more than 90°F at the time of placing.
,
When approved i.n writing by the Engineer, central -mixed concrete which is
designed for the purpose may be transported in approved non -agitating
equipment. Bodies of this equipment shall be smooth, watertight., metal
containers, equipped with gates that will permit control of the discharge
of the concrete. Covers shall be provided for protection against the
weather. The concrete shall be delivered to the site of the work in,a
thoroughly mixed and uniform mass and discharged with a satisfactory
degree of uniformity. Placement in forms shall be completed within 30
minutes after introduction of the mixing water to the cement and
aggregates.
If the concrete furnished shows erratic behavior under the field
conditions, or in regard to strength of the finished product as shown by
beams or cylinder tests or in the time of initial or final set, the
Contractor will, at once, without notice from the Engineer, cease the use
of ready -mixed concrete until such corrections in procedure are made as
to ensure work of a quality satisfactory to the Engineer.
800-9
Concrete
The organization supplying concrete shall have sufficient plant capacity
and transporting apparatus to ensure continuous delivery at the rate
required. The rate of delivery of concrete during concreting operations
shall be such as to provide for the proper handling, placing and
finishing of the concrete. The rates shall be such that the interval
between batches shall not exceed 20 minutes. The methods of delivering
and handling the concrete shall be such as will facilitate placing with
the minimum of rehandling and without damage to the structure of the
concrete.
2. Hand Mixing. When hand mixing is authorized it shall he done on a
watertight platform and in such a manner as to ensure a uniform
distribution of the materials throughout the mass. Mixing shall be
continued until a homogeneous mixture of the required consistency is
obtained.
3. Retempering. The concrete shall be mixed only in such quantities as are
required for immediate use and any which has developed initial set shall
not be used. Concrete which has partially hardened shall not be
retempered or remixed.
800-H. HANDLING AND PLACING CONCRETE.
General. In preparation for the placing of concrete, all sawdust, chips, and
other construction debris and extraneous matter shall be removed from the
interior of forms. Struts, stays and braces, serving temporarily to hold the
forms in correct shape and alignment, pending the placing of concrete at their
locations, shall be removed when the concrete placing has reached an elevation
rendering their service unnecessary, and these temporary members shall be
entirely removed from the forms and not buried in the concrete.
All concrete shall be placed before it has taken its initial set.
Concrete shall be placed so as to avoid segregation of the materials and the
displacement of the reinforcement. The use of long troughs, chutes and pipes
for convening the concrete from the mixer to the forms shall be permitted only
on written authorization from the Engineer. In case an inferior quality of
concrete is produced by the use of such conveyors, the Engineer may order
discontinuance of their use and the substitution of a satisfactory method of
placing.
Open
troughs
and
chutes shall
be of metal or metal lined.
Where steep slopes
are
required,
the
chutes shall
be equipped with baffles or
be in short lengths
that
reverse
the
direction of
movement.
All chutes, troughs, and pipe shall be kept clean and free from coatings of
hardened concrete by thoroughly flushing with water after each run; water used
for flushing shall be discharged clear of the structure.
When placing operations would involve dropping the concrete more than 5 feet,
it shall be deposited through sheet petal or other approved pipes. As far as
practicable, the pipes shall be kept full of concrete during placing and their
lower ends shall be kept buried in the newly placed concrete. After initial
800-10
Section 800
Concrete
set of the concrete, the forms shall not be. jarred and no strain shall be
placed on the ends of reinforcing bars which project.
All concrete, during and immediately after depositing, shall be thoroughly
compacted. The compaction shall be done by mechanical vibration subject to
the following provisions:
1. The vibration shall be internal unless special authorization of other
methods is given by the Engineer or as provided herein.
2. Vibrators shall be of a type and design approved by the Engineer.. They
shall be capable of transmitting vibration to the concrete at frequencies
of not less than 4,500 impulses per minute.
3. The intensity of vibration shall be such as to visibly affect a mass of
concrete of 1 inch slump over a radius of at least 18 inches.
4.. The Contractor shall provide a sufficient number of vibrators to properly
compact each batch immediately after it is placed in the forms.
5. Vibrators shall be manipulated so as to thoroughly work the concrete
around the reinforcement and imbedded fixtures and into the corners and
angles of the forms.
Vibration shall be
freshly deposited
withdrawn out of
sufficient duration
shall not be contit
be continued at any
are formed.
applied at the point of deposit and in the area of
concrete. The vibrators shall be inserted and
the concrete slowly. The vibration shall be of
and intensity to thoroughly compact the concrete, but
cued so as to cause segregation. Vibration shall not
one point to the extent that localized areas of grout
Application of vibrators shall be at points uniformly spaced and not
farther apart than twice the radius over which the vibration is visibly
effective.
6. Vibration shall not be applied directly or through the reinforcement to
sections or layers of concrete which have hardened to the degree that the
concrete ceases to be plastic under vibration. It shall not be used to
make concrete flow in the forms over distances so great as to cause
segregation, and vibration shall not be used to transport concrete in the
forms.
7. Vibration shall be supplemented by such spading as is necessary to ensure
smooth surfaces and dense concrete, along form surfaces and in corners
and locations impossible to reach with the vibrators.
8. The provisions of this article shall apply to precast piling,
concrete cribbing and other precast members except that, if approved by
the Engineer, the manufacturer's methods of vibration may be used.
Concrete shall be placed in horizontal layers not more than 12 inches thick
except as hereinafter provided. When less than a complete layer is placed in
800-11
Concrete
one operation,
it
shall be
terminated
in a vertical bulkhead.
Each layer
shall be placed
and
compacted
before the
preceding batch has taken
initial set
to prevent injury to the green concrete and avoid surfaces of separation
between the batches. Each layer shall be compacted so as to avoid the
formation
of
a construction joint with a preceding
layer which has not taken
initial set.
When the placing of concrete is temporarily discontinued, the concrete, after
becoming firm enough to retain its form, shall be cleaned of laitance and
other objectionable material to a sufficient depth to expose sound concrete.
To avoid visible joints as far as possible upon exposed faces, the top surface
of the concrete adjacent to the forms shall be smoothed with a trowel. There
a "feather edge" might be produced at a construction joint, as the sloped top
surface of wingwall, an insert form work shall be used to produce a blocked
out portion in the preceding layer which shall produce an edge thickness of
not less than 6 inches in the succeeding layer. Work shall not be
discontinued within 18 inches of the top of any face, unless provision has
been made for a coping less than 18 inches thick, in which case, if permitted
by the Engineer, the construction joint may be made at the underside of the
coping.
Immediately following
accumulations of mortar
forms shall be removed.
the unset concrete.
concrete becoming set,
concrete -steel bond at
reinforcing steel.
the discontinuance of placing concrete, all
splashed upon the reinforced steel and the surface of
Dried mortar chips and dust shall not be puddled into
If the accumulations are not removed prior to the
care shall be exercised not to injure or break the
and near the surface of the concrete when cleaning
800-I. DEPOSITING CONCRETE UNDER WATER. Concrete shall not be deposited in
water except with the approval of the Engineer, and under his immediate
supervision; and in this case, the method of placing shall be as hereinafter
designated.
Concrete deposited in water shall be seal concrete. To prevent segregation,
it shall be carefully placed in a compact mass, in its final position, by
means of a tremie, a bottom dump bucket or other approved method, and shall
not be disturbed after being deposited. Still water shall be maintained at
the point of deposit and the forms under water shall be watertight.
For parts of structures under
water, when
possible, concrete
seals shall he
placed continuously from start
to finish.
The surface of the
concrete shall
be kept as nearly horizontal as
practicable
at all times. To ensure thorough
bonding, each succeeding layer
of seal shall
be placed before
the preceding
layer has taken initial set.
A tremie shall consist of a tube having a diameter of not less than 10 inches,
constructed in sections having flanged couplings fitted with gaskets. The
tremies shall be supported so as to permit free movement of the discharge end
over the entire top surface of the work and so as to permit rapid lowering
when necessary to retard or stop the flow of concrete. The discharge end
shall be closed at the start of work so as to prevent water entering the tube
and shall be ertirely sealed at all times. The tremie tube shall be kept full
800-12
Section 800
Concrete
;y
to the bottom of the hoppertiWhen a batch is duped into the hopper, the flow
of concrete shall be induce'd*'by slightly' raising the discharge end, always
keeping it in the deposited concrete. The flow shall be continuous until the
work is completed.
Depositing of concrete by the drop bottom bucket method shall conform to the
following specification. The top of the bucket shall be open. the bottom
door shall open freely and outward when tripping. The bucket shall be
completely filled and slowly lowered to avoid backwash. It shall not be
dumped until it rests on the surface upon which the concrete is to be
deposifed and when discharged, shall be withdrawn slowly until well above the
concrete. The slump of concrete shall be maintained between 4 and 8 inches.
Unwatering may proceed when the concrete seal is sufficiently hard and strong.
All laitance or other unsatisfactory materials shall be removed from the
exposed surface by scraping, chipping or other means which will not injure the
surface of the concrete.
800-J. CONSTRUCTION JOINTS.
1. General. Construction joints shall be made only where located on Plans
or shown in. the pouring schedule, unless otherwise approved by the
Engineer.
If not detailed on the Plans, or in the case of emergency, construction
joints shall be placed as directed by the Engineer. Shear keys or
inclined reinforcement shall be used where necessary to transmit -shear or
bond the two sections together.
2. Bonding. Before depositing new concrete on or against concrete which has
hardened, the forms shallbe retightened. The surface of the hardened
concrete shall be roughened as required by the Engineer in a manner that
will not leave loosened particles or aggregates or damaged concrete at
the. surface. It shall be thoroughly cleaned of foreign matter and
laitance, and saturated with water. To ensure an excess of mortar at the
juncture of the hardened and the newly deposited concrete, the cleaned
and saturated surfaces, including vertical and inclined surfaces, shall
'first be thoroughly covered with a coating of mortar or neat cement grout
against which the new concrete shall be placed before the grout has
attained its initial set.
The placing of concrete shall be carried continuously from joint to
joint. The face edges of all joints which are exposed to view shall be
carefully finished true to line and elevation.
800-K. FALSEWORK AND CENTERING. Unless otherwise provided, detailed Plans
1 for falsework or centering shall be supplied to the Engineer on request; but,
in no case shall the Contractor be relieved of responsibility for results
obtained by the use of these Plans.
' For designing falsework and centering, a weight of 150 pounds per cubic foot
shall •be • assumed for green concrete.. All falsework shall be designed and
constructed to provide the necessary rigidity and to support the loads without
i
800-13
Concrete
appreciable settlement or deformation. The Engineer may require the
Contractor to employ screw jacks or hardwood wedges to take up any settlement
in the formwork either before or during the placing of concrete.
Falsework which cannot be founded on a satisfactory footing shall be supported
on piling which shall be spaced, driven and removed in a manner approved by
the Engineer.
Falsework shall be set to give the finished structure the camber specified or
indicated on the Plans.
Arch centering shall be constructed according to centering plans approved by
the Engineer. Provision shall be made by means of suitable wedges, sand boxes
or other devices for the gradual lowering of centers, and rendering the arch
self-supporting. When directed, centering shall be placed upon approved jacks
in order to take up and correct any slight settlement which may occur after
the placing has begun.
800-L. FOUNDATION PITS AND FORMS. All foundation pits and forms shall be
inspected and approved by the Engineer prior to placing any part of the
structure and the methods employed in performing the work and all equipment,
tools and machinery used for handling materials and executing any part of the
work shall be subject to the approval of the Engineer. All equipment, tools
and machinery used must be maintained in a satisfactory working condition.
Forms shall conform to the shape, lines and dimensions of the concrete as
called for on the Plans. All plane form surfaces shall be constructed so that
the finished concrete surfaces will be true planes, free from waves and
irregularities. Lumber used in forms for exposed surfaces shall be straight,
dressed to uniform width and thickness and shall be free from loose knots or
other defects. Joints in forms shall be horizontal or vertical. For
unexposed surfaces, undressed lumber may be used. Lumber once used in forms
shall have nails withdrawn and surfaces to be in contact with the concrete
thoroughly cleaned before being used again.
Forms
shall be substantial and
sufficiently
tight to prevent leakage of
mortar.
They shall be properly braced or tied together in such a manner that
they will maintain their original
position and
shape under the superimposed
loads
and the fluid pressure of
the concrete.
If adequate foundations for
shores
cannot be secured, trussed
supports shall
be provided.
Where required by the Detailed Specifications, concrete shall be poured
against waterproofed Douglas fir plywood, or waterproofed tempered hardpressed
fiberboard, of a make and quality approved by the Engineer, and installed in
strict conformity to the manufacturer's specifications. Forms used for
backing up and otherwise supporting form lining shall have a flat surface but
need not be tight.
At the top of all walls or other surfaces which are to be finished to a true
line, the top of the form shall be brought to a true line and grade so that
the surface may be finished by means of a float or template resting on the top
edge of the form. Forms, on one side of the wall at least, shall not extend
over horizontal construction joints.
800-14
Section dUU
Concrete
Flat steel bars or rods .unless otherwise authorized, shall be used for
internal form ties. They 'shall be provided with lugs,nuts, cones or other
approved devices, which will serve as spreaders or form spacers, and the ties
shall have sufficient mechanical strength, stiffness and rigidity to hold the
forms in proper position, spacing and alignment. The ties shall be of such
design that the body of the tie will remain embedded in the concrete, with the
ends of the ties not closer than 1/2 inch from the outer concrete surfaces.
The ends of the embedded portion of the tie shall be provided with holes,
corrugations, hooks, or other approved type of mortar clinch, and these ends
shall be protected from the concrete by means of cone shaped shields of
sufficient depth to provide adequate anchorage for the cement mortar plugs
which shall be placed in the holes left by these shields. Wire form ties will
be permitted only on light and unimportant work and with the approval of the
Engineer. They shall not be used through surfaces where discoloration would
be objectionable, wire ties, where used, must not be tightened by twisting,
but shall be tightened by means of wedges placed outside the forms. No more
initial stress is to be placed in the wire tie than is necessary to remove all
slack.
Shores supporting successive stories shall be placed directly over those below
or so designated that the load will be transmitted directly to them. Forms
shall be set.to line and grade and so constructed and fastened as to provide
and maintain true lines. Special care shall be used to prevent bulging.
The forms for all walls should be such as to allow continuous pouring from the
bottom to the top of the wall.
Unless otherwise specified, suitable moulding or bevel strips shall be placed
in the angles of forms to round or bevel the edges of the concrete. Bevel
' strips on the exposed corners of beams and girders shall be carried to within
1 foot of the face of the beam support. Bevel strips on the exposed corners
of columns shall be carried to within 1 foot of their intersection with the
edge of a beam or girder of the same width as the column. If the column is
' from 2 to 6 inches wider than the largest beam or girder it supports, the
bevel strips shall extend to within 2 inches of the bottom of the girder. If
the column is'� inches or more wider than the largest beam it supports, the
bevel strips shall, continue to within 1 foot of the bottom of the slab above
the beam. Bevel strips on columns shall stop at a point 16 inches above the
floor. The ends of all triangle bevel strips which do not extend the full
length of the corners they occupy shall be cut off on an angle of 45°.
Unless otherwise authorized by the Engineer, the inside of forms shall be
coated with non -staining paraffin oil, or other approved material, applied
' before the reinforcement 'is placed, and all surplus oil removed from the
surface of the forms by thorough wiping with soft absorbent cloths.
' Temporary openings shall be placed at the bottom of the column and wall forms,
and at other points where necessary to facilitate cleaning and inspection
immediately. before depositing concrete.
I. Forms shall not be disturbed until the concrete has adequately hardened.
Shoring shall not be removed until the member has acquired sufficient strength
to support its weight and the load upon it. Members subject to additional
1
800-15
Concrete
loads during construction shall be adequately shored to support both the '
member and construction loads in such a manner as will protect the member from
damage by the loads; this shoring shall not be removed until the member has
acquired sufficient strength to support safely its weight and the load upon
it. The following table gives the minimum time which shall elapse between the
time of placing the concrete and the removal of forms at various average
temperatures. '
Class of Work Above 60° 500 to 600 40° to 50° Below 40° '
Walls in Mass Work I day 2 days 5 days Not until tests '
have been made
indicating
concrete is set.
Thin Walls - 12 inches 2 days 4 days 7 days
or less in thickness
Columns - if girders
are shored
Bottom forms of slabs
(5 feet or less span)
3 days 5 days 10 days I
4 days 8 days 14 days I
Bottom forms of beams 14 days
and girders (less than
14 inch span)
20 days 28 days
If high early strength cement is used these periods may be reduced as directed
by the Engineer.
When field operations are controlled by beam or cylinder tests, the removal of
forms, supports and housing, and the discontinuance of heating and curing may
be begun when the concrete is found to have a modulus of rupture of not less
than 600 pounds per square inch or a compressive strength of 3,000 pounds per
square inch, provided further that in no case shall supports be removed in
less than seven days after pouring the concrete. The beams of cylinders shall
be cured under conditions which are not more favorable than the most
unfavorable conditions for the portions of the concrete which they represent.
Form work in buildings should be so designed that the column forms may be
removed without in any way disturbing the supports of the beams or girders, in
order than any defect in the column may be detected and remedied before any
load is placed on the column.
Dimensions of all forms shall be carefully checked by the Contractor and the
Engineer after they are erected and before the concrete is placed. The
Contractor will be held responsible for the accuracy of all construction.
800-16
aecuon out)
Concrete
800-M. FINISHING CONCRETE. Face forms shall be removed as soon as
practicable in order to facilitate .finishingX7hjthe concrete surfaces. Care
shall be. taken to avoid roughening or injuring corners, and to keep all edges
sharp.
Immediately after the forms are removed, any fins or other projections shall
be carefully removed, rough spots in the faces of the walls and any broken
corners or edges shall be repaired and all bolt holes shall be plugged and
entirely filled with mortar containing one part by volume of cement and two
parts by volume of sand screened over a No. 8 screen. Pointing shall be
brought smooth with the surface by means of a wooden float. A steel trowel
shall not be used to finish the surface. Plastering will not be permitted.
All concrete which, upon removal of the forms, is found to be porous or
"honeycombed" shall be immediately cut out and removed entirely from the body
of the concrete. The parts removed shall extend not less than l inch back of
the reinforcement steel where such steel is present in the concrete face which
is being repaired, removing sound concrete, if necessary, to obtain this
depth. If reinforcement steel is not present, the parts removed shall extend
into the concrete not less than 3 inches and the opening dovetailed in such a
manner that the new concrete filling will be securely anchored. In replacing
concrete so removed, forms shall be built with a spout or hopper outside the
concrete surface, which shall be filled with fresh concrete to a point not
less than 12 inches above the top of the hole caused by removing the porous
concrete.
The fresh concrete shall be properly bonded to the old concrete surfaces, as
hereinbefore specified, and shall be well puddled. The hopper shall be
removed after the concrete has hardened and within 24 hours after the concrete
is placed, the excess concrete carefully cut away, and the surface pointed and
rubbed smooth.
Concrete used in replacing porous concrete shall be protected from premature
drying as hereinafter specified.
After the pointing has set sufficiently to permit it, all exposed surfaces
shall be thoroughly wetted and rubbed with a medium carborundum stone followed
by a second rubbing with a fine carborundum stone to obtain an entire surface
of a smooth texture and uniformity in color. A cement wash or plaster coat
shall not be used.
If honeycombing is determined to be excessive by the Engineer, the Contractor
shall remove and replace such at his own expense.
Specific exceptions to rubbing of exposed concrete may be made in the Detailed
Specifications or on the Plans.
Particular attention is called to the fact that the tops of all walls shall be
finished true to line and grade and shall be troweled smooth.
Floors, sidewalks, and other exposed wearing surfaces which require finishing
shall be poured against carefully set screeds and troweled smooth with power
operated trowels.
800-17
Concrete
Excess water shall be drained away or otherwise removed. The final finish
with a steel trowel shall not be made until the cement has acquired its
initial set. No more troweling shall be done than is necessary to obtain a
smooth surface. At the option of the Engineer, the top surfaces of walks may
be finished with a light broom or brush and an edging tool instead of a
trowel. Sidewalks shall be laid out in blocks with an approved grooving tool
as shown on the Plans or as directed by the Engineer.
Care must be taken to avoid drawing an excess of cement to the surface of
floors or walks. Dry cement or a dry mixture of cement and sand shall not be
sprinkled directly on the surface. Floors shall be marked at the direction of
the Engineer. Care shall be taken that all floor surfaces drain properly and
that the grooving tool does not raise the surface of the floor and form
pockets which do not drain.
Floors requiring a mortar wearing coat will be so indicated on the Plans and
shall be finished as specified.
800-N. CONCRETING IN COLD WEATHER. No concrete shall be placed when the
air temperature is below 35° F., unless provision is made for heating the
ingredients and for enclosing the concrete and heating the enclosures. No
concrete shall be placed when the weather reports indicate air temperatures
below 32° F. during the succeeding five days unless provision is made for
enclosing the concrete and heating the enclosure.
When concrete is placed at air temperature below 35° F., the ingredients shall
be heated so that the temperature of the concrete when placed shall be not
less than 60° F. The concrete shall be enclosed immediately after placing and
the concrete and air in the enclosure kept above 50° F. for a period of five
days. When dry heat is used, means of maintaining atmospheric moisture shall
be provided. If wet steam is used for heating, the time may be reduced to a
minimum of 48 hours provided that the temperature of the concrete and the air
in the enclosure is held above 78° F. If protected in this manner, the
concrete shall be covered with cotton mats or three thicknesses of 9 ounce
burlap after the enclosure is removed and the covering shall remain in place
for a total period of five days after placing the concrete.
800-0. CURING CONCRETE FOR STRUCTURES. Membrane curing compound solution
shall not be used on surfaces to be rubbed or painted. These surfaces shall
be cured with cotton mats or burlap blankets, as provided for below. White
pigmented membrane curing solution may be used for curing concrete in all
minor drainage structures and the substructures of major structures except for
precast piling and substructures of grade separation structures including
railroad underpasses. All of the concrete in substructures for grade
separation structures, superstructures of major structures and precast piling
shall be cured with wet cotton mats or wet burlap blankets.
The membrane curing solution shall comply with the requirements of A.A.S.H.O.
Designation M-148. The cotton mats shall comply with the requirements of
A.A.S.H.O. Designation M-73. The burlap blankets shall he made of jute and
manila fibers and shall weigh not less than 9 ounces per square yard of single
thickness.
800-18
section ouu
Concrete
When membrane curing is used, the exposed concret°e shall be thoroughly sealed
immediately after the free! water has left 3the%Psurface. The concrete• inside
the forms shall be sealed immediately after the. forms are removed and
necessary finishing has been done. The solution shall be applied in one or
two separate applications. If the solution is applied in two increments, the
second application shall follow the first application in 30 minutes.
The Contractor shall provide satisfactory equipment and means to properly
control and assure the direct application of the curing solution on the
concrete surface so as to result in a uniform coverage at the rate of one
gallon for each 200 square feet of area.
If rain falls on the newly coated concrete before the film has dried
sufficiently to resist damage or if the film is damaged in any other manner, a
new coat of the solution shall be applied to the affected portions equal in
curing value to that above specified.
When curing with cotton mats or burlap blankets is required, the exposed
concrete immediately after finishing shall be covered with wet cotton mats or
two thicknesses of wet burlap blankets. The cotton mats or burlap blankets
shall be kept continuously and thoroughly wet•for a period of not less than
five days after the concrete was placed.
800-P.
EXPANSION
AND
FIXED
JOINTS.
All joints shall be constructed
according
to details
shown
on the
Plans.
Ii. Open Joints. Open joints shall be placed in the locations shown on the
Plans and shall be constructed by the insertion and subsequent removal.of
a wood strip, metal plate or other approved material. The insertion and
removal of the template shall be accomplished without chipping or
' breaking the corners of the concrete. Reinforcement shall not extend
across an open joint unless so specified on the Plans.
2. Filled Joints. Poured expansion joints shall be constructed similar to
• open joints. When premolded types are specified, the filler shall be
placed and held in correct position as the concrete on one side of the
joint is placed. When the form is removed, the concrete on the other
side shall be placed. Premolded material shall be anchored to the
concrete on one side of the joint by means of copper wire not lighter
than 12 gage, so as to retain the filler in proper position. Water stops
shall be carefully placed as shown on the Plans. Care shall be exercised
in the construction of filled joints to ensure that the concrete sections
are completely separated by the joint material.
3. Steel Joints. The plates, angles or other structural shapes shall be
accurately shaped, at the shop, to conform to the sections of the
concrete floor. The fabrication and painting shall conform to the
requirements of these Specifications covering those items. When called
for on the Plans or in the Detailed Specifications, the material shall be
galvanized in lieu of painting.
4. Water Stops and Flashing. Copper water stops and flashing shall conform
to the Specifications for Copper Sheet, Strip and Plate of the A.A.S.H.O.
800-19
Concrete
Designation M 138. Type ETP shall be used unless otherwise specified.
Sheets shall be 16 ounces per square foot unless otherwise specified.
The sheet copper in each joint shall be continuous, separate pieces being
connected by thoroughly workmanlike soldered joints to form a complete
watertight unit.
5. Rubber Water Stops. Rubber water stops shall conform to the details
shown on the Plans and to the following Specifications.
Rubber water stops shall be formed from synthetic rubber made exclusively
from neoprene, reinforcing carbon black, zinc oxide, polymerization
agents, and softeners. This compound shall contain not less than 70
percent by volume of neoprene. The tensile strength shall not be less
than 2,750 pounds per square inch with an elongation at breaking of 600
percent. The Shore Durometer indication (hardness) shall be between 50
and 60. After seven days in air at 158° (±2°) F., or after four days in
oxygen at 158° (±1°) F. and 300 pounds per square inch pressure, the
tensile strength shall be not less than 65 percent of the original.
The water stops shall be formed with an integral cross section in
suitable molds, so as to produce a uniform section with a permissible
variation in dimension of 1/32 inch plus or minus. No splices will be
permitted in straight strips. Strips and special connection pieces shall
be well cured in a manner such that any cross section shall be dense,
homogeneous, and free from all porosity. All junctions in the special
connection pieces shall be full molded. During the vulcanizing period,
the joints shall be securely held by suitable clamps. The material at
the splices shall be dense and homogeneous throughout the cross section.
Water stops
shall be installed
and held
in
proper
position
during
construction
in accordance with the
details
shown
on the
Plans.
800-20
aeccion oiu
Reinforcing Steel
REINFORCING STEEL; ar,
810-A. GENERAL. Under this item, reinforcing steel and miscellaneous
metallic material of the quality, type, size. and quantity designated shall be
furnished and placed in concrete structures in accordance with these
Specifications and in conformity with the details shown on the Plans.
810-B. MATERIALS.
1. Bar Reinforcement. Bar reinforcing for concrete shall conform to
requirements of the current Specifications for Billet Steel Bars,
A.A.S.H.O. Designation M 31, or to the current Specifications for Rail
Steel Bars, Designation M 42 of the A.A.S.H.O. Specifications for High
Materials with the following restrictions applying to both kinds.
a. All bars shall be of the deformed type conforming to the current
Specifications of the A.A.S.H.O. Designation M 137, unless otherwise
specified.
b. The use of cold twisted bars will not be permitted.
c. Steel for all bars shall be made by the open-hearth process, unless
otherwise called for in the Detailed Specifications or on the Plans.
d. Structural grade billet steel bars may be permitted only when the
Plans were prepared based upon 18,000 pounds per square inch design
strength for reinforcing steel, or when at the expense of the
Contractor, an additional amount of steel, in the proportion of the
design stress to 18,000 pounds per square inch, is. provided.
2. Wire and Wire Mesh. Wire shall conform to the current Specifications for
Cold -Drawn Steel Wire for Concrete Reinforcement of the A.A.S.H.O.
Specifications for Highway Materials, Designation M 32.
Wire mesh, when used as reinforcement in concrete, shall conform to the
Specifications for Welded Steel Wire Fabric for Concrete Reinforcement of
the A.A.S.H.O. Specifications for Highway Materials, Designation M 55.
3. Bar Mat Reinforcement. Bar mat reinforcement for concrete shall conform
to the Specifications for Fabricated Steel Bar or Rod Mats for Concrete
Reinforcement of the A.A.S.H.O. Specifications for Highway Materials,
Designation M 54.
4. Structural Shapes. Structural shapes used as reinforcement in concrete
shall conform to the requirements for structural steel, A.S.T.M.
Standards.
5. Wrought Iron. (Plates, shapes and bars.) Wrought iron shall conform to
the. requirements of the A.S.T.M. Standards A 42 for Wrought Iron Plates,
A 207 for Rolled Wrought Iron Shapes and Bars, or A 72 for Welded Wrought
Iron Pipe.
810-1
Reinforcing Steel
810-C. ORDER LISTS. Before ordering material, all order lists and bending
diagrams shall be furnished by the Contractor for approval of the Engineer,
and no materials shall be ordered until such lists and bending diagrams have
been approved. The approval of order lists and bending diagrams by the
Engineer shall in no way relieve the Contractor of responsibility for the
correctness of such lists and diagrams. Any expense incident to the revision
of material furnished in accordance with such lists and diagrams to make it
comply with the design drawings shall be borne by the Contractor. Unless
otherwise noted, all dimensions relating to reinforcing steel are to center of
bars. '
810-D. PROTECTION OF MATERIAL. Steel reinforcement shall be protected at all
times from injury. When placed in the work, it shall be free from dirt,
detrimental scale, paint, oil and other foreign substances. However, when
steel has, on its surface, detrimental rust, loose scale and dust which is
easily removable, it may be cleaned by a satisfactory method, if approved by
the Engineer. '
810-E. FABRICATION. Bent bar reinforcement shall be sold bent to the shapes
shown on the Plans, and unless otherwise provided on the Plans or by
authorization, bends shall be made in accordance with the following
requirements.
Stirrups and tie bars shall be bent around a pin having a diameter not less
than three times the minimum thickness of the bar. Bends for other bars shall
be made around a pin having a diameter not less than six times the minimum
thickness except for bars larger than 1 inch, in which case the bends shall be
made around a pin of eight bar diameters.
Bar reinforcement shall be shipped in standard bundles, tagged and marked in
accordance with the Code of Standard Practice of the Concrete Reinforcement
Steel Institute.
810-F. PLACING AND FASTENING. All steel reinforcement shall be accurately
placed in the positions shown on the Plans and firmly held during the placing
and setting of concrete. When placed in the work, it shall be free from dirt,
detrimental rust, loose scale, paint, oil or other foreign material. Bars
shall be tied at all intersections except where spacing is less than 1 foot in
each direction when alternate intersections shall be tied.
Distances from the forms shall be maintained by means of stays, blocks, ties,
hangers, or other approved supports, except that reinforcing i superstructure
shall be supported by approved metal chairs and bar supports. Blocks for
holding reinforcement from contact with the forms shall be precast mortar
blocks of approved shape and dimensions or approved metal chairs. Metal
chairs which are in contact with the exterior surface of the concrete shall
be galvanized. Layers of bars shall be separated by metal bar supports or by
other equally suitable devices. The use of pebbles, pieces of broken stone or
brick, metal pipe and wooden blocks shall not be permitted. Reinforcement in
any member shall be placed and then inspected and approved by the Engineer
before the placing of concrete begins. Concrete placed in violation of this
provision may be rejected and removal required.
I
I
1l
810-2
becrion oiu
Reinforcing Steel
If fabric reinforcement is.,shipped in rolls,..it shall be straightened into
flat sheet before placing. >k`=° ` q
Water stops shall be furnished and placed as shown on the Plans. Where
splicing is necessary, joints shall be welded or soldered to form continuous
watertight joints.
810-G. SPLICING. All reinforcement shall be furnished in the full lengths
indicated on the Plans. Splicing of bars, except where shown on the Plans,
will not be permitted without the written approval of the Engineer. Splices
shall be staggered as far as possible.
Unless otherwise shown on the Plans, bars shall be lapped 40 diameters to make
the splice. In lapped splices, the bars shall be placed in contact and wired
together in such a manner as to maintain the minimum distance to the surface
of the concrete shown on the Plans. Welding of reinforcing steel shall be
done only if detailed on the Plans or if authorization is made by the Engineer
in writing. Welding shall conform to the current Specifications for Welded
Highway and Railway Bridges of the American Welding Society.'
810-H.. LAPPING. Sheets of mesh or bar mat reinforcement shall overlap each
other sufficiently .to maintain a uniform strength and shall be securely
fastened at the ends and edges.. The edge lap shall not be less than one mesh
in width.
810-I. SUBSTITUTIONS. Substitution of bars which differ in size from.that
shown on the Plans will be permitted only with specific authorization by the
Engineer. If steel is substituted, it shall have an area equivalent to the
design area or larger.
810—J. METHOD OF MEASUREMENT. Reinforcing steel, placed and accepted in
concrete for structures will' be measured in pounds based on the -total computed
weight for the sizes and lengths of bars, mesh or mats as shown on the Plans
or authorized.
The weight of mesh will be computed from the theoretical weight of plain wire.
If the weight per square foot is given on the Plans, that weight shall be
used.
The weight of plain or deformed bars or bar mat will be computed from the
theoretical weight of plain round or square bars of the same nominal size as
shown on the following table.
810-3
Reinforcing Steel
Number Size
Size
Weight
Pounds
Round Bars
Square Bars
Per
Foot
2
1/4"
0.167
3
3/8"
0.376
4
1/2"
0.668
5
5/8"
1.043
6
3/4"
1.502
7
7/8"
2.044
8
1"
2.670
9
1"
3.400
10
1-1/8"
4.303
11
1-1/4"
5.313
The weight of all reinforcement used in railings, when they are paid for on a
linear foot basis, shall not be included. The weight of reinforcement in
precast piles and other items where reinforcement is included in the contract
price for the item shall not be included.
No allowance will be made for clips, wire, separators, wire supports, and
other material used in fastening the reinforcing in place. If bars are
substituted upon the Contractor's request, and as a result, more steel is used
than specified, only the amount specified shall be included.
When laps are made for splices, other than those shown on the Plans, for the
convenience of the Contractor, the extra steel shall not be included.
810-K. BASIS OF PAYMENT. Unless otherwise set out in the Methods of
Measurement and Payment section of these Specifications, reinforcing steel
placed and accepted in concrete for structures and measured as provided above
shall be paid for at the contract unit price per pound bid for "Reinforcing
Steel." which price shall be full compensation for furnishing, blending,
fabricating and placing the reinforcement placed in concrete, and for all
tools, labor, equipment and incidentals necessary to complete the work.
Clips, metal spacers, bar supports, ties, wire or other material used for
fastening reinforcement in place will not be paid for directly but will be
considered subsidiary to the item of Reinforcing Steel.
Note: There shall be no special pay item for reinforcing steel in this
contract, and reinforcing steel used in concrete pavement repair, pipe
supports, or other structures shall be considered subsidiary to such pavement
repair or placement of concrete.
810-4
bection vuu
P. Cleanup
PIPELINE tx
CLEANUP
900-A. GENERAL. Cleanup shall be considered an important part of this
project, and adequate equipment and qualified personnel shall be applied to
this phase of the work from the very beginning of the project. There are
generally four classifications of cleanup to be used on this project, as set
out below.
Class I Cleanup. Areas of construction within lawns, gardens, or other
well -kept areas, including street rights of way that are kept as lawns by
adjacent landowners.
Class II Cleanup. Areas of construction within fields, meadows and
street rights of way which are mowed or cultivated (gardens excepted).
Class III Cleanup. Areas of construction that are heavily brushed or
wooded, steep rocky slopes, or other areas where it is not practical for
the area to be cultivated.
Special Cleanup..
Unless otherwise
noted
under Section 900-B.4 of these
Specifications, no
special cleanup
will be
required.
900-B.
METHOD OF
CLEANUP.
The
method of cleanup for
each of
the classes
defined
in Section
900-A of
these
Specifications shall be
as set
out below.
' 1. Class I Cleanup - Lawns, Gardens, Etc. The trench shall be backfilled in
accordance with the pipe specifications. After the topsoil has been
spread over the damaged areas, the Contractor shall proceed immediately
to hand rake the entire construction area to remove all rock 1 inch or
larger in diameter. Debris of every type shall be removed and all
damaged tree limbs shall be pruned. After the area has been raked and
' accepted by the Engineer, the area shall be seeded at the rate of 0.15
pounds per 100 square feet, using the following seed mixture (percent
expressed in terms of weight).
•' Lawn Fescue 30%
Blue Grass 30%
Rye Grass (Annual) 30%
' White Clover (Common) 10%
During or after seeding is complete, all areas shall be covered with
10-20-10. fertilizer at the rate of 500 pounds per acre, or approximately
one pound per 100 square feet. No watering will be required.
1 Straw mulch consisting of good grade clean straw, free of weeds or seed
and of a quality approved by the Engineer prior to use, shall be placed
over seeded areas and shall be uniformly spread so as to provide a
thickness of approximately 2 inches when first spread.
Where the existing ground cover does not contain any of the grasses as
set out in the seed mixture above (Bermuda grass, Zoysia, etc.), the
1
900-1
P. Cleanup
Contractor shall be responsible for cutting, removing and stockpiling the
existing sod on the job site. After constructing the sewer line,
reconnecting the existing service lines, and backfilling the trench, the
sod shall be replaced to a condition equal to or better than that prior
to construction. In the event that insufficient sod has been stored, or
sod has been lost or destroyed, the Contractor shall be responsible for
providing and installing new ground cover of the existing type to
complete the cleanup.
2. Class II Cleanup - Fields, Meadows, Etc. The trench shall be backfilled
in accordance with the pipe specifications. After the backfill is
completed and the surface over the trench left slightly rounded, the area
shall be machine raked to remove all rock I inch or larger in diameter
from the finished surface. All excess excavated material shall be
removed from the site, including hand raking excess material which has
accumulated around fence posts, trees, mailboxes, etc. All areas which
have been disturbed, such as that caused by equipment tracks, shall be
carefully backfilled and repaired as though it were a part of the actual
trench excavation. Seeding and fertilizing of these areas is required
using the same mixture and rates as set out for Class I cleanup.
3. Class III Cleanup - Steep, Wooded or Rocky Areas. The trench shall be
backfilled in accordance with the pipe specifications. After the trench
backfill is complete, all damaged brush of every type shall be cut just
below ground surface and all damaged limbs shall be trimmed. All brush
and debris shall be disposed of by the Contractor and the entire area
shall be machine raked to remove all rock from the finished surface which
is 2 inches or larger in diameter.
When directed by the Engineer, the area of the trench line shall then be
seeded at the rate of 0.15 pounds per 100 square feet using the same seed
mixture as set out under Class I cleanup, except that tall fescue
(Kentucky 31) shall be used in place of lawn fescue.
4. Special Cleanup. No special cleanup will be required on this project.
5. All Areas. All work within the construction area shall be cleaned up to
the satisfaction of the Owner and the Engineer. In general, all rocks,
trash, or rubbish of any nature shall be removed from the site of the
work.
During construction, the Contractor shall at all times keep work areas in
a clean, neat and workmanlike condition. Excess pipe, excavation, brush
and materials of construction shall be removed and disposed of as the
work progresses. In built-up areas, including lawns, the job site shall
be cleaned up immediately behind construction. Streets and driveways
blocked by excess materials after basic construction is completed will
not be tolerated.
If the trench should settle while the Contractor is still on the job or
within one year of the project completion date, the Contractor shall make
the required repairs at no additional cost to the Owner in accordance
with the continuing responsibility provisions of these Specifications.
900-2
section 9UU
P. Cleanup
6. Payment. There is no.special pay item fprcleanup. Cleanup should be
a,,
considered subsidiary ?Wlsewer lines. " 1`
Sewer lines will be included on partial payment estimates only when every
item of work required to construct each individual sewer line segment has
been completed, including reconnection of existing services, trench
backfill, cleanup, topsoiling, fertilizing, seeding and mulching.
(Seeding, fertilizing and mulching shall only be done between the months
of March through October.) When seeding, fertilizing and mulching cannot
be completed (during the months of November through February), an
additional 10 percent retainage on work under these bid items shall be
withheld until completion.
900-3
Section 995
FINAL INSPECTION
The final estimate will be prepared and approved for final payment upon
completion of the work after a final inspection of the work has been made.
This inspection shall be made by the Engineer or his chief assistant, the
Contractor or one of the principal owners of the contracting firm, and a
representative of the Owner. The final acceptance of the job and the payment
of the Contractor in full will not reduce the continuing responsibility of
the Contractor as set out in these Specifications.
995-1
VCCl1V,L LVVV
METHODS OF MEASUREMENT AND PAYMENT
I
Methods of measurement and payment as set out in the Specifications covering
the various items of construction are hereby clarified and superseded as set
out herein. Wherever they are not clarified or superseded herein, methods
of payment as provided in the Specifications shall prevail.
Payment for all work under this contract shall be made at the unit prices
bid under the various items of the Proposal as hereinafter set out.
Bid Items 1, 2, 3, 4 and 5 - Sewer Lines
Payment •for the size •and type of sewer line will be made at the unit
price bid per linear foot, complete in -place, for sewer line segments
scheduled to be replaced. The unit prices bid shall include any
necessary clearing, tree or brush disposal, stripping and stockpiling
of topsoil, trenching, bypass pumping as required, removal of all
existing sewer lines in place, furnishing, installing and bedding the
new sewer lines with 4 inches of SB-2, protective cover as required,
testing, trench backfill and cleanup, and every item of work required
to install the sewer pipe in a trench 0 to 6 feet deep. Additional
compensation will be made only for those items of work specifically set
out in the Proposal.
Should any defective pipe be uncovered during the performance of
rehabilitation under Rehabilitation Codes 18, 19, 30 or 31 (Bid
Items 11 and 14), outside the limits of repair, payment for replacement
of this defective pipe will be made under this item at the direction of
the Engineer.
' Measurement will be in accordance with the final lengths of pipe
installed, without deductions for service line connections or manholes.
Final lengths of pipe installed will be determined from survey notes
and inspection reports made by the Engineer in the course of setting
construction. survey stakes.
Sewer lines will be included on partial payment estimates only when
every item of work required to construct each individual sewer line
segment has been completed, including reconnection of existing
services, trench backfill, cleanup, topsoiling, fertilizing, seeding
and mulching. (Seeding, fertilizing and mulching shall only be done
between the months of March through October.) When seeding,
fertilizing and mulching cannot be completed (during the months of
November through February), an additional 10 percent retainage on work
under these bid items shall be withheld until completion.
Bid Items 6, 7, 8 and 9 -. Extra Depth Trench
Payment for extra depth trench shall be made for gravity sewer lines
and in accordance with the unit prices bid per linear foot for each of
the various items. The depth of the trench is hereby defined as the
distance from the invert of the sewer line as constructed to the ground
1000-1
directly above the pipe centerline. The linear feet to be paid for
under each item shall be determined by plotting the ground surface and
the invert elevation of the sewer line as constructed. By using these
plotting procedures, the Engineer will determine the final quantity to
be paid for under each item, without deduction for manholes. Example:
If the ditch plots to be 7 feet 6 inches, payment will be made under
the 6 foot to 8 foot classification. If the ditch plots to be 9 feet
6 inches, payment will be made under the 8 foot to 10 foot
classification, with no payment being made for the 6 foot to 8 foot
classification. No payment for extra depth trench shall be made in
connection with sewer service line reconnections.
Bid Item 10 - Plug Sewer Overflow or Bypass Lines
Payment for the plugging of sewer overflow or bypass lines shall be
made in accordance with the unit price bid for each sewer overflow or
bypass line plugged. The location for these overflows or bypass lines
are as shown on the Plans and set out in the Specifications. The unit
price bid shall include all necessary excavation, cleaning, furnishing
and placing concrete in the overflow or bypass line, backfill, and
cleanup for a complete, acceptable job.
Bid Item 11 - Main Line Tap Repairs
Payment for each main line tap repair shall be made at the unit price
bid for each tap repair. The unit prices bid shall include all
necessary excavation, trench preparation, and backfill and cleanup.
Concrete encasement shall be paid for under Item 21 of the Proposal.
Should any defective pipe be uncovered outside the limits of the
proposed repair, additional payment for replacement of this pipe will
be made under Items 1 through 5, and 6 through 9, as applicable, at the
direction of the Engineer.
Note: Abandonment. If a decision is made by the Engineer in the field
that a repair to the line will not sufficiently correct the problem, or
the Contractor excavates at the required location and does not find the
source of the problem, then the Engineer shall verify and declare the
point repair to be abandoned and the hole backfilled. Payment for
abandonment will be made under Bid Item 23. No additional payment will
be made for a main line tap repair.
Bid Item 12 - Adjustment and/or Grouting Manhole Ring to Cone
Payment for adjustment and grouting of existing manhole rings to cones '
shall be made in accordance with the unit price bid for each manhole
ring adjusted and grouted at the locations shown on the Plans and set
out in the Specifications, or as directed by the Engineer. The unit
price bid shall include all necessary labor, equipment and materials
necessary to adiust and grout the manhole ring to the cone. Surface
repair immediately adjacent to the adjusted manhole ring shall be paid
for under other appropriate items of the bid, i.e., SB-2 crushed stone
backfill, concrete or asphalt pavement repair, etc.
1000-2
Section 1000
Bid Item 13 - Cleaning;; Patching and Filling Cracks, and, Waterproofing
Manholes
Payment for cleaning, patching and filling cracks, and waterproofing
manholes shall be made in accordance with the unit price bid for each
manhole cleaned, patched and waterproofed at the locations shown on the
Plans and set out in the Specifications, or as directed by the
Engineer. The unit price bid shall include all necessary labor,
equipment and materials required to clean, patch and waterproof and
test the manholes as specified.
Bid Item 14 - Repair Manhole/Sewer Line Connections
Payment for repair of manhole/sewer line connections will be made in
accordance with the unit price bid for each manhole/sewer line
connection repaired at the locations shown on the Plans and set out in
the Specifications or, as directed by the Engineer. The unit price bid
shall include all necessary labor, equipment and materials to perform
the repairs as specified. Also included in the price bid will be all
necessary excavation, repair, pipe, couplings, etc. Concrete for pipe
encasement or repair of manhole, SB-2 for backfill and surface repair
will be paid for under other appropriate items of the bid.
Should any defective pipe be uncovered outside the limits of the
proposed repair, additional payment for replacement of this pipe will
be made under Items 1 through'5, and 6 through 9, as applicable, at the
direction of the Engineer.
Note: Abandonment. If a decision is made by the Engineer in the field
that a repair to the line will not sufficiently correct the problem, or
the Contractor excavates at the required location and does not find the
source of the problem, then the Engineer shall verify and declare the
manhole/sewer line connection to be abandoned and the hole backfilled.
Payment for abandonment will be made under Bid Item 23. No additional
payment will be made for a manhole/sewer line connection repair.
• ' Bid Item 15 - Raising Manholes
Payment for raising manholes will be made at the unit price bid for
each manhole raised at the locations shown on the Plans and set out in
' the Specifications, or as directed by the Engineer. The unit price bid
shall include all necessary labor, equipment and materials to excavate,
raise the manhole to the desired elevation (either at or above the
existing grade, as directed by the Engineer), backfill and clean up the
area as specified. Surface repair immediately adjacent to the manhole
shall be paid for under other appropriate items of the bid, i.e., SB-2
crushed stone backfill, concrete or asphal.t pavement repair, etc.
Bid Item 16 Plug Vent }toles and Raise Casting to Street Level
' Payment for this item will be made at the unit price bid for both
raising the manhole and plugging the vent holes in the manhole lid at
the locations shown on the Plans and set out in the Specifications.
1000-3
The unit price bid shall include all necessary materials, labor and ,
equipment to excavate, raise the manhole to the desired elevation
(either at or above grade, as directed by the Engineer), plug the vent '
holes as specified, backfill and clean up the area as specified.
Surface repair immediately adjacent to the manhole shall be paid for
under other appropriate items of the bid, i.e., SB-2 crushed stone
backfill, concrete or asphaltic pavement repair, etc.
Bid Item 17 - Manhole Replacement
Payment for manhole replacement will be made in accordance with the
unit price bid for each manhole replaced at the locations shown on the
Plans and set out in the Specifications, or as directed by the
Engineer. The unit price bid shall include all necessary labor,
equipment and materials for excavation, bypass pump removal and
disposal of existing manhole, construction of new manhole at the same
grade and location, backfill and cleanup of the site. Also included
are the furnishing and installation of new manhole steps, ring and lid
as specified. Surface repair immediately adjacent to the manhole shall
be paid for under other appropriate items of the bid, i.e., SB-2
crushed stone backfill, concrete or asphalt pavement repair, etc.
Bid Item 18 - SB-2 Crushed Stone Backfill
Payment for placement and compaction of SB-2 crushed stone backfill
will be made in accordance with the unit price bid for each ton of
material installed at the locations shown on the Plans and set out in
the Specifications, or as directed by the Engineer. The unit price bid
shall include all necessary labor, equipment and materials to furnish,
install and compact the SB-2 crushed stone used as trench backfill
under driveways and pavements, as directed by the Engineer. However,
no payment will be made under this item for SB-2 crushed stone used for
pipe bedding.
Measurement shall be by certified scale weight tickets furnished and
initialed by the Engineer's representative at the location the material
is to be used.
Bid Item 19 - Hot -Mixed, Hot -Laid Asphalt Concrete Pavement Repair (3 Inch
Minimum Thickness)
Payment for placement and compaction of hot -mixed, hot -laid asphalt
concrete will be made at the unit price bid for each square yard of
material placed at the locations shown on the Plans and set out in the
Specifications, or as directed by the Engineer. The unit price bid
shall include all necessary labor, equipment and materials to prepare
the suhgrade, furnish and place prime or tack coat, and placement of a
minimum of 3 inches thickness of asphalt concrete as specified. The
unit of measurement shall be the nearest one -tenth of a square yard, on
areas as directed by the Engineer.
1000-4
Section 1000
Bid Item 20 - Concrete for Pavement, Driveway and Sidewalk Repair
Payment for placement of concrete for pavement or driveway repair shall
be made at the unit price bid for each square yard of reinforced
concrete pavement, placed at the locations shown on the Plans and set
out in the Specifications, or as directed by the Engineer. The unit
price bid shall include all necessary labor, equipment and materials in
the preparation of the subgrade, forming, expansion and contraction
joints, reinforcing, furnishing and placement of concrete (thickness as
shown on the Plans), finishing, curing, cleanup and all other related
items of work as required. The unit of measurement shall be the
nearest one -tenth of a square yard, placed on areas as directed by the
Engineer.
Bid Item 21 - Concrete for Pipe Encasement or Cover, and Pipe Anchor
Payment for concrete used for pipe encasement and cover or pipe anchors
shall be made in accordance with the unit price bid per cubic yard
placed at the locations shown on the Plans and set out in the
Specifications, or as directed by the Engineer. The unit price bid
shall include all necessary labor, equipment and material necessary to
place the concrete as specified. The unit of measurement will be by
delivery tickets furnished and initialed by the Engineer's
representative, at the location the material is to be used.
Bid Item 22 - Topsoiling, Fertilizing, Seeding and Mulching
Payment for the furnishing and placement of 3 inches of topsoil (where
required), fertilizing, seeding and straw mulching will be made in
accordance with the unit price bid per square yard at the locations
shown on the Plans and set out in the Specifications, or as directed by
the Engineer. The unit price bid shall be full compensation for all
necessary labor, equipment and materials to complete the work as
specified. The unit of measurement shall be the nearest square yard,
placed as directed by the Engineer.
Bid Item 23 Abandonment of Main Line Tap or Manhole/Sewer Line
Connection Repair
If a decision is made by the Engineer in the field that a main line tap
repair or repair to the manhole/sewer line connection will not
ie sufficntly correct the problem, or the Contractor excavates at the
required location and does not find the source of the problem, then the
Engineer shall verify and declare the repair to be abandoned and the
hole backfilled. Payment for abandonment will be made, and shall
include excavation, backfill, and cleanup,
Where required, payment for SB-2 crushed limestone backfill, concrete,
asphalt or concrete pavement or sidewalk repair, topsoiling, seeding,
fertilizing and mulching will be made under other bid items.
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1000-5
Bid Item 24 - Sewer Service Line Reconnections
I
Payment for sewer service line reconnections shall be made at the unit
price bid per reconnection. The unit price shall include any necessary
clearing, tree or brush disposal, stripping and stockpiling of topsoil,
surface removal, trenching and extra depth trench, disconnecting and
temporary plugging of existing service line connections, furnishing,
installing and bedding the sewer service line with 4 inches of SB-2,
protective cover as required, providing and installing any straight or
transition couplings and every item of work required to reconnect the
existing service line toe sewer service wye. Additional compensation
will be made only for those items of work specifically set out in the
Proposal.
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1
1
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1000-6