HomeMy WebLinkAboutWaterloo Water Works 2026 Heartland Hills Area Phase 4 Plans Water Main Replacment Construction Specifications for Bidding 052926CONTRACT SPECIFICATIONS FOR THE
2026 PHASE 4 HEARTLAND HILLS AREA.
WATER MAIN REPLACEMENT.
WATERLOO WATER WORKS
WATERLOO, IOWA
I HEREBY CERTIFY THAT THIS PLAN AND SPECIFICATION
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MY REGISTRATION RENEWAL DATE IS 12/31/27.
PAGES OR SHEETS COVERED BY THIS SEAL: ALL
(Folder\2026 Katoski Dr Specs\Title Page.doc)
2026 PHASE 4 HEARTLAND HILLS AREA.
WATER MAIN REPLACEMENT
WATERLOO WATER WORKS
WATERLOO, IOWA
CONTRACT DOCUMENTS
TABLE OF CONTENTS
1. NOTICE OF PUBLIC HEARING AND NOTICE TO BIDDERS
2. INSTRUCTIONS TO BIDDERS
3. FORM OF BID OR PROPOSAL
4. FORM OF BID BOND
5. BID BOND
6. SALES TAX EXEMPTION INFORMATION FORM
7. STATEMENT OF BIDDER'S QUALIFICATIONS
8. TECHNICAL SPECIFICATIONS
SECTION 02670 — Installation of Water Main by Horizontal Directional Drilling (HDD)
DIVISION 3 — Trench and Trenchless Construction
SECTION 3010 — Trench and Backfill
SECTION 3020 — Trenchless Construction
DIVISION 5 — Water Mains and Appurtenances
SECTION 5010 — Pipe and Fittings
SECTION 5020 — Valves, Hydrants and Appurtenances
SECTION 5030 — Testing and Disinfection
DIVISION 7 — Streets and Related Work
SECTION 7030 — Sidewalks, Shared Use Paths, and Driveways
DIVISION 9 — Site Work and Landscaping
SECTION 9010 — Seeding
SECTION 9040 — Erosion & Sediment Control
9. WATERLOO WATER WORKS ACCEPTED PRODUCTS FOR WATER DISTRIBUTION
MATERIALS (FEBRUARY 25, 2026)
10. GENERAL SPECIAL PROVISIONS
i t . SPECIAL PROVISIONS
12. GENERAL SPECIFICATIONS FOR CONSTRUCTION
13. SUPPLEMENTAL GENERAL SPECIFICATIONS FOR CONSTRUCTION
14. FORM OF CONTRACT
15. PERFORMANCE BOND
16. PAYMENT BOND
NOTICE OF PUBLIC HEARING AND NOTICE TO BIDDERS
Notice is hereby given that the Board of Trustees of the Waterloo Water Works of the
City of Waterloo, Iowa, will meet in the office of the General Manager, 325 Sycamore Street,
Waterloo, Iowa, 8:30 .M., local time, June 24, 2026, at which time and place said Board will
conduct a public hearing on the proposed adoption of Plans and Specifications and Form of
Contract and estimate of cost for the 2026 Heartland Hills Area Phase 4 Water Main
Replacement Project, as described in detail in the Plans and Specifications prepared by Wayne
Claassen Engineering and Surveying, Inc., now available for review and on file in the office of
the General Manager of the Waterloo Water Works
At the aforesaid time and place, the Board will consider any objections which maybe
offered to said Plans and Specifications, Form of Contract and estimate of cost and to the making
of said improvement. The public may file written objections thereto with the General Manager
before said hearing, or appear and make objections thereto with the General Manager before said
hearing, or appeal and make objection at said hearing.
The extent of the work involved for the Base Bid includes directionally drilling two (2) 8-inch
diameter water mains along Easterly side of Edgewood Dr. from approximately 170' north of
Onawa Dr. to Huntington Rd., directionally drilling one (1) 8-inch diameter water main and one
(1) 8-inch water main in a 12-inch diameter casing along the North and Easterly sides of
Ingersoll Rd. from Aspen Dr. to Huntington Rd., directionally drilling one (1) 8-inch diameter
water mains along the Northerly side of Valdez Dr. from the West end of Valdez Dr. to
Edgewood Dr., directionally drilling one (1) 12-inch diameter water main in a 16-inch casing and
directionally drilling two (2) 12-inch diameter water mains and constructing approximately 833'
of 12-inch dia. water main by open trench construction methods along the North side of
Huntington Rd. from Edgewood Dr. to the east side of Katoski Dr. and directionally drilling one
(1) 16-inch diameter water main along the East side of Katoski Dr. from approximately 210'
South of Huntington Rd. to approximately 250' North of Huntington Rd., plus water services and
appurtenances to replace existing water mains in the City of Waterloo, Iowa in public road right
of ways.
The extent of the work involved for the Alternate A Bid includes constructing approximately
1,709' of 16-inch dia. water main by open trench construction methods along the East side of
Katoski R. from approximately 250' North of Huntington Rd. to approximately 140' North of
Downing Ave., and appurtenances to extend and replace existing water mains in the City of
Waterloo, Iowa in public road right of ways.
The Contractor shall commence construction within ten (10) calendar days of the issuance of a
Notice to Proceed by the Engineer. The Contractor shall be substantially complete with the Base
Bid Project by November 30.2026 and shall be entirely complete with all aspects of the Base
Bid Project including all permanent seeding and restoration by May 31, 2027.
NOTICE OF PUBLIC HEARING Page 1 of 4
2026 PHASE 4 HEARTLAND HILLS AREA. WATER MAIN REPLACEMENT PROJECT
WATERLOO WATER WORKS
The Contractor shall be substantially complete with the Alternate A Project by April 15, 2027
and shall be entirely complete with all aspects of the Alternate A Project including all permanent
seeding and restoration by May 31, 2027. Substantially complete shall mean approved
installation, disinfection and testing of all new water mains, water services and water service
connections to the new water mains. Entirely complete shall mean approved final restoration of
all driveways, sidewalks and street curb and gutter and pavements. Substantially complete shall
also mean restoration of all areas that are to be grassed or vegetated to the maximum extent
possible, including re -grading disturbed areas to pre -construction conditions and seeding,
fertilizing and mulching said areas with permanent seeding within the Iowa SUDAS permanent
seeding window.
Proposals for said improvement shall be filed in the aforesaid office before 10:30 a.m. on
June 16, 2026. The sealed proposals will be thereafter publicly opened and will be immediately
read and recorded. All proposals shall be made on official Proposal Forms furnished by the
Board of Trustees of the Waterloo Water Works, Waterloo, Iowa, and must be enclosed in a
separate sealed envelope and plainly identified as a bid for the aforesaid project, and addressed to
the Waterloo Water Works Board of Trustees, Waterloo, Iowa. Each proposal shall be
accompanied in a separate envelope by either cash, a certified check drawn on a solvent state, or
national bank; or a bid bond, in the form set out in the Specifications, executed by a corporation
authorized to contract as a surety in the State of Iowa in the amount equal to five percent (5%) of
the amount of the proposal, made payable to the of the Treasurer of the Waterloo Water Works
Board of Trustees of Waterloo, Iowa. The bid deposit may be forfeited to the Board of Trustees
as liquidated damages in the event the successful Bidder fails to enter into a contract and
maintenance of said improvements as required by law within 10 days after the acceptance of the
proposal. No Bidder may withdraw a proposal within 30 days after the date set for opening bids.
The successful Bidder shall be required to furnish corporate surety bonds in an amount equal to
100% of its contract price, said bonds to be issued by a responsible surety approved by
the Board of Trustees, and shall guarantee the faithful performance of the contract and the terms
and conditions therein contained, and shall guarantee the prompt payment of all materials and
labor and protect and save harmless the Board of Trustees from claims and damages of any kind
caused by the operation of the contractor and shall also guarantee the maintenance of the
improvements in good repair for a period of two (2) years from and after the completion and
acceptance by the Board of Trustees.
The contractor will be paid against bi-monthly estimates in cash on the basis of ninety-five
percent (95%) of the work as same is completed and materials delivered and work approved.
Final payment will be made thirty-one (31) days after completion of the work and acceptance by
the Board. Before final payment is made, vouchers showing that all subcontractors and workmen
and all persons furnishing materials have been fully paid for such materials and labor will be
required unless the Waterloo Water Works is satisfied that material, men and laborers have been
paid.
Plans and Specifications governing the construction of the proposed improvements have been
prepared by Wayne Claassen Engineering and Surveying, Inc., which plans and specifications
NOTICE OF PUBLIC HEARING Page 2 of 4
2026 PHASE 4 HEARTLAND HILLS AREA, WATER MAIN REPLACEMENT PROJECT
WATERLOO WATER WORKS
and also the prior proceedings of the Board referring to and defining said proposed improvements
are hereby made a part of this notice, and the proposed contract by reference shall be executed in
compliance therewith.
The contract documents are now available at the Waterloo Water Works office of the General
Manager at the aforesaid address and from the Engineer, Wayne Claassen Engineering and
Surveying, Inc., 2706 University Ave., Waterloo IA 50701.
Plans and Specifications are obtainable by a qualified bidder from the Engineer upon
payment of $25.00 ($35.00, if mailed) ($50.00, if over-nighted). $25.00 of the payment is
refundable. The prime contractor, subcontractors, or suppliers working on the project shall retain
their own set of plans and specifications for use on the project.
The prime contractor will be supplied with the needed number of reduced sets of plans
and specifications at no additional cost. Full-sized sets of plans will be available at $30.00 per
set or individual full-sized sheets at $0.75 per sheet.
Time is an essential element of this contract. It is important that the work be diligently
pursued to completion. If the work is not completed within the specified contract period, plus
authorized extensions, the contractor shall pay to the Waterloo Water Works Liquidated
Damages in the amount of five hundred dollars ($500.00) per day, for each day, as further
described herein, in excess of the authorized time.
Before the work is commenced on this contract, a conference shall be held for the
purpose of discussing the contract. The conference shall be attended by Waterloo Water Works
officials, the prime contractor, and all subcontractors, if any.
Contractors and approved subcontractors will be provided a Sales Tax Exemption
Certification to purchase building materials or supplies in the performance of construction
contracts let by Waterloo Water Works.
Consideration will be given to the lowest responsible bidder submitting a sealed proposal,
provided, however, that the Board reserves the right to reject any and all bids. In evaluating and
awarding the contract, the Board will give consideration and weight to the bid which offers the
best basis of construction, quality, probable service life and availability of relocation parts for
equipment utilized and shall give due consideration to past experience with the bidder. If a bidder
has shown substandard performance on previous Waterloo Water Works projects or projects of
similar scope for other entities that has resulted in substandard performance, higher project
administration costs or higher project oversight costs for the Waterloo Water Works or for the
owners of projects of similar scope contracted by the bidder for other entities, the bid of the
bidder may be rejected by the Waterloo Water Works. There will be only one Contract awarded
for the Base Bid or for the Base Bid plus Alternate A. There will not be Contract awarded for
only the Alternate A Project.
NOTICE OF PUBLIC HEARING Page 3 of 4
2026 PHASE 4 HEARTLAND HILLS AREA. WATER MAIN REPLACEMENT PROJECT
WATERLOO WATER WORKS
BOARD OF WATER WORKS TRUSTEES
CITY OF WATERLOO, IOWA
Chad Coon,
General Manager
NOTICE OF PUBLIC HEARING Page 4 of 4
2026 PHASE 4 HEARTLAND HILLS AREA. WATER MAIN REPLACEMENT PROJECT
WATERLOO WATER WORKS
INSTRUCTIONS TO BIDDERS
1. EXPLANATIONS TO BIDDERS
Any explanation desired by a bidder regarding the meaning or interpretation of the
Notice to Bidders, Plans, Specifications, etc., must be requested in writing and with
sufficient time allowed for a reply to reach bidders before submission of their bids. Any
interpretation made will be in the form of an amendment of the Notice to Bidders,
Plans, Specifications, etc., and will be furnished to all prospective bidders. Its receipt
by the bidder must be acknowledged in the space provided on the Proposal Form or by
letter or telegram received before the time set for opening of bids. Oral explanations or
instructions given before the award of the contract will not be binding.
2. EXAMINATION OF PROPOSED WORK
Bidders should visit the site and take such other steps as may be reasonably necessary to
ascertain the nature and location of the work, and the general and local conditions
which can affect the work or the cost thereof. Failure to do so will not relieve bidders
from responsibility for estimating properly the difficulty or cost of successfully
performing the work. The owner will assume no responsibility for any understanding or
representation concerning conditions made by any of its officers or agents prior to the
execution of the contract, unless included in the Notice to Bidders, the Specifications or
related documents.
3. PREPARATION OF BIDS
a. Bids shall be submitted on the forms furnished, or copies thereof, and must be
manually signed. If erasures or other changes appear on the forms, each erasure
or change must be initialed by the person signing the bid.
The bidder has the option to submit a computer -generated spreadsheet in lieu of
the portion of the Form of Bid or Proposal, which includes the Bid Item
Number, Description, Unit, Estimated Quantity, Unit Bid Price, Total Bid Price,
and Total Bid. The computer -generated spreadsheet shall include all of the
information listed in that portion of the Form of Bid or Proposal as well as bear
the signature of the Prime Contractor submitting the bid. For the bidders who
submit a computer -generated spread- sheet, the TOTAL BID (with alternates, if
applicable) shall also be indicated in the space(s) provided on the Form of Bid or
Proposal. .
b. The Bid Form may provide for submission of a price or prices for one or more
items, which may be lump sum bids, alternate prices, schedule items resulting in
a bid on a unit of construction or a combination thereof, etc. When the Bid
Form explicitly requires that the bidder bid on all items, failure to do so will
disqualify the bid. When submission of a price on all items is not required,
INSTRUCTIONS TO BIDDERS 2026 Phase 4 Heartland Hills Area PAGE 1 OF 6
Water Main Replacement
bidders should insert the words "no bid" in the space provided for any item on
which no price is submitted.
C. Unless called for, alternate bids will not be considered.
d. Modifications of bids already submitted will be considered if received at the
office designated in the Notice to Bidders by the time set for closing of bids.
Telegraphic modifications will be considered, but should not reveal the amount
of the original or revised bid.
e. In preparing his bid, the bidder shall specify the price, written legibly in ink or
with the typewriter, at which he proposes to do each item of work. The unit
price shall be stated in figures in the blank space provided (i.e., $7.14). In items
where unit price is required, the total amount of each item shall be computed at
the unit prices bid for the quantities given on the Bid Form and stated in figures
in the blank space provided.
If the bidder chooses to submit the unit prices, total bid price, and total bid on a
computer -generated spreadsheet, all numbers shall be easily legible.
f. Any changes or alterations made in the Bid Form, or any addition thereto, may
cause the rejection of the bid. No bid will be considered which contains a clause
in which the contractor reserves the right to accept or reject a contract awarded
him by the Waterloo Water Works Board of Trustees. Bids in which the unit
prices are obviously unbalanced may be rejected.
4. SUBMISSION OF BIDS
a. A bid must be sealed in a separate envelope and marked to indicate its contents
and be accompanied by the bid security in a separate envelope. If forwarded by
mail, the two envelopes shall be placed in a third and mailed to the General
Manager. All bids must be filed with the General Manager of the Waterloo
Water Works at his office at 325 Sycamore St., Waterloo, Iowa, before the time
specified for closing bids.
b. Bids received prior to the advertised hour of opening will be securely kept
sealed. The officer whose duty it is to open them will decide when the specified
time has arrived, and no bid received thereafter will be considered; except that
when a bid arrives by mail after the time fixed for opening, but before the
reading of all other bids is completed, and it is shown to the satisfaction of the
Waterloo Water Works, that the non -arrival on time was due solely to delay in
the mails for which the bidder was not responsible, such bid will be received and
considered.
C. Bidders are cautioned that, while telegraphic modifications of bids may be
received as provided above, such modifications, if not explicit and if in any
sense subject to misinterpretation, shall made the bid so modified or amended,
INSTRUCTIONS TO BIDDERS 2026 Phase 4 Heartland Hills Area PAGE 2 OF 6
Water Main Replacement
subject to rejection.
5. LATE BIDS AND MODIFICATIONS OR WITHDRAWALS
Bids and modifications or withdrawals thereof received at the office designated in the
Notice to Bidders after the exact time set for closing of bids will not be considered.
However, a modification which is received from an otherwise successful bidder, and
which makes the terms of the bid more favorable to the Waterloo Water Works, will be
considered at any time it is received and may therefore be accepted. Bids may be
withdrawn by written or telegraphic request received from bidders prior to the time set
for closing of bids.
6. PUBLIC OPENING OF BIDS
Bids will be publicly opened at that time and place set for opening in the Notice to
Bidders. Their content will be made public for the information of bidders and others
interested who may be present either in person or by representative.
7. BID SECURITY REQUIRED
All bids must be accompanied in a separate envelope by a certified or cashier's check
drawn on an Iowa bank, or a bank chartered under the laws of the United States, a
certified share draft drawn on a credit union in Iowa or chartered under the laws of the
United States, or bid bond (on the form furnished by the Waterloo Water Works)
payable to the Treasurer of the Waterloo Water Works Board of Trustees of Waterloo,
Iowa, in the sum of not less than five percent (5%) of the bid submitted, which certified
check, certified share draft or bid bond will be held as security that the Bidder will enter
into a Contract for the construction of the work and will furnish the required bonds, and
in case the successful Bidder shall fail or refuse to enter into the Contract and furnish
the required bond, his bid security may be retained by said Board of Trustees as agreed
upon liquidated damages. If bid bond is used, it must be signed by both the bidder and
the surety or surety's agent. Signature of surety's agent must be supported by
accompanying Power of Attorney. Bid Bonds must be submitted for both the BASE
BID and the ALTERNATE A BID.
8. STATEMENT OF BIDDER'S QUALIFICATIONS
Each bidder shall, upon request of the Waterloo Water Works, submit on the form
furnished for that purpose (a copy of which is included in the contract documents), a
statement of bidder's qualifications, his experience record in constructing the type of
improvements embraced, and his organization and equipment available for the work
contemplated; and, when specifically requested, a detailed financial statement. The
Waterloo Water Works, shall have the right to take such steps as it deems necessary to
determine the ability of the bidder to perform his obligations under the contract, and the
INSTRUCTIONS TO BIDDERS 2026 Phase 4 Heartland Hills Area PAGE 3 OF 6
Water Main Replacement
bidder shall furnish the Waterloo Water Works, all such information and data for this
purpose as it may request. The right is reserved to reject any bid where an investigation
of the available evidence or information does not satisfy the Waterloo Water Works,
that the bidder is qualified to carry out properly the terms of the contract.
9. AWARD OF CONTRACT
a. Owner reserves the right to reject any and all Bids, to waive any and all
informalities and to negotiate contract terms with the Successful Bidder, and the
right to disregard all nonconforming, nonresponsive or conditional Bids.
Discrepancies between the indicated sum of any column of figures and the
correct sum thereof will be resolved in favor of the correct sum. There will be
only one Contract awarded for the Base Bid or for the Base Bid plus Alternate
A. There will not be Contract awarded for only the Alternate A Project.
b. In evaluating Bids, Owner shall consider the qualifications of the Bidders,
whether or not the Bids comply with the prescribed requirements, and alternates
and unit prices if requested in the Bid forms. It is Owner's intent to accept
alternates (if any are accepted) in the order in which they are listed in the Bid
form but owner may accept them in any order or combination.
Owner may consider the qualifications and experience of Subcontractors and
other persons and organizations (including those who are to furnish the principal
items of material or equipment) proposed for those portions of the work as to
which the identity of Subcontractors and other persons and organizations must
be submitted. Operating costs, maintenance considerations, performance data,
and guarantees of materials and equipment may be also be considered by
Owner.
d. Owner may conduct such investigations as they deem necessary to assist in the
evaluation of any Bid and to establish the responsibility, qualifications, and
financial ability of the Bidders, proposed Subcontractors and other persons and
organizations to do the work in accordance with the Contract Documents to
Owner's satisfaction within the prescribed time.
Owner reserves the right to reject the Bid of any Bidder who does not pass any
such evaluation to Owner's satisfaction.
f. If the contract is to be awarded, it will be awarded to the lowest Bidder who
evaluation by Owner indicates to Owner that the award will be in the best
interest of the Project.
INSTRUCTIONS TO BIDDERS 2026 Phase 4 Heartland Hills Area. PAGE 4 OF 6
Water Main Replacement
10. EXECUTION OF AGREEMENT, BOND AND CERTIFICATE OF INSURANCE
a. Subsequent to the award and within ten (10) days after the prescribed
forms are presented for signature, the successful bidder shall execute and
deliver to the Waterloo Water Works, an agreement in the form included
in the contract documents in such number of copies as the Waterloo
Water Works may require.
Having satisfied all conditions of award as set forth elsewhere in these
documents, the successful bidder shall, within the period specified in
paragraph "a" above, furnish a surety bond in a penal sum not less than
the amount of the contract as awarded, as security for the faithful
performance of the contract and terms and conditions therein contained
and shall guarantee the prompt payment of all persons, firms, or
corporations to whom the contractor may become legally indebted for
labor, materials, tools, equipment, or services of any nature including
utility and transportation services, employed or used by him in
performing the work. The bond shall protect and save harmless the
Waterloo Water Works from claims and damages of any kind caused by
the operations of the contractor and shall also guarantee the maintenance
of the contract improvements for the period stated in the Notice of
Hearing from and after completion of said improvements and their
acceptance by the Waterloo Water Works. Such bond shall be in the
same form as that included in the contract documents and shall bear the
same date as, or a date subsequent to that of the agreement. The current
Power of Attorney for the person who signs for any surety company shall
be attached to such bond.
b. The successful bidder shall, within the period specified in paragraph "a"
above, furnish a certificate of insurance for approval in an amount equal
to at least $1,000,000 property damages and $1,000,000 bodily injury,
and shall indemnify and save harmless the Waterloo Water Works from
claims and damages of any kind caused by the operation of the
Contractor and shall also guarantee the maintenance of the
improvements in good repair for a period of two (2) years from and after
the completion and acceptance by the Board of Trustees. The certificate
of insurance shall be furnished in such number of copies as the Waterloo
Water Works may require. The Waterloo Water Works and Board of
Trustees shall be named as an "Additional Insured." The contractor shall
similarly submit his subcontractor's certificates of insurance in the
amounts for approval before each commences work. The contractor
shall carry or require that there be Workmen's Compensation Insurance
for all his employees and those of his subcontractor engaged in work at
the site, in accordance with State Workmen's Compensation Laws.
C. The failure of the successful bidder to execute such agreement and to
INSTRUCTIONS TO BIDDERS 2026 Phase 4 Heartland Hills Area PAGE 5 OF 6
Water Main Replacement
supply the required bond or bonds within ten (10) days after the
prescribed forms are presented for signature, or within such extended
period as the Waterloo Water Works may grant, based upon reasons
determined sufficient by the Waterloo Water Works may either award
the contract to the next lowest bidder or re -advertise for bids, and may
charge against the bidder the difference between the amount of the bid
and amount for which a contract for the work is subsequently executed,
irrespective of whether the amount thus due exceeds the amount of the
bid guaranty. If a more favorable bid is received by re -advertising, the
defaulting bidder shall have no claim against the Waterloo Water Works
for a refund.
INSTRUCTIONS TO BIDDERS 2026 Phase 4 Heartland Hills Area PAGE 6 OF 6
Water Main Replacement
FORM OF BID OR PROPOSAL
2026 PHASE 4 HEARTLAND HILLS AREA WATER MAIN REPLACEMENT
WATERLOO WATER WORKS,
WATERLOO, IA
General Manager and Board of Trustees
Waterloo Water Works
Waterloo, Iowa
1. The undersigned, being a Corporation existing under the laws of the State of ,
a Partnership consisting of the following partners:
, having familiarized (himself) (themselves) (itself) with the existing
conditions on the project area affecting the cost of the work, and with all the contract documents
listed in the Table of Contents and Addenda (if any), as prepared by Wayne Claassen Engineering
and Surveying, Inc. are now on file in the office of the General Manager of the Waterloo Water
Works, Waterloo, Iowa, hereby proposes to furnish all supervision, technical personnel, labor,
materials, machinery, tools, appurtenances, equipment, and services, including utility and
transportation services required to construct and complete this 2026 PHASE 4 HEARTLAND
HILLS AREA WATER MAIN REPLACEMENT project, all in accordance with the above -
listed documents and for the unit prices for work in place for the following items and quantities:
BASE BID
ITEM
EST. UNIT TOTAL
NO.
DESCRIPTION
UNIT
QTY. PRICE PRICE
001.
Mobilization
L.S..
1
002.
Seed, Fertilize, and Mulch by
AC.
1
Hydroseeding (IDOT Urban Mix)
003.
9" Dia., Straw Filled Wattles
L.F.
2,175
004.
Inlet Protection, SUDAS 9040
EA..
24
005.
Traffic Control
L.S.
L.S.
006.
Maintenance Bond, 2-Year
L.S.
L.S.
401. HDD #1 Water Main,
C900 DR18 PVC, 8 inch
Directionally Drilled L.S. L.S.
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement PAGE 1 OF 8
ITEM EST. UNIT TOTAL
NO. DESCRIPTION UNIT QTY. PRICE PRICE
402. HDD #2 Water Main, C900 DR18
PVC, 8-inch Directionally Drilled
L.S. L.S.
403.
HDD #3 Water main, C900 DR18
PVC, 8-inch Directionally Drilled.
LS. LS
404.
HDD #4 Water main C900. DR18
PVC 8-inch Directionally Drilled
LS LS
405.
HDD #5 Water Main CR900 DR 18
8-inch Carrier Pipe in 12-INCH DR18
C900 PVC Casing Pipe
L.S. LS
406.
HDD #6 Water Main C900 DR 18
PVC, 8- inch Directionally Drilled
LS LS
407.
HDD #7 Water Main C900 DR18
PVC 12-INCH Carrier Pipe
In 16- inch DR 18 C900 PVC
Casing Pipe
LS LS.
408.
HDD # 8 Water Main, C900 DR18
PVC 12- inch Directionally Drilled
LS LS
409.
HDD #9 Water Main, C900 DR18
PVC 12- inch Directionally Drilled
LS. LS
410.
HDD #10 Water Main, C900 DR18
PVC 16- inch Directionally Drilled
LS LS
411.
Connection of new 8" dia., PVC Water Main
To new 8" PVC Water Main
EA 5
412.
Connection of new 8" dia., PVC Water Main.
To existing 8" PVC Water Main
EA. 5
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement PAGE 2 OF 8
ITEM
EST. UNIT TOTAL
NO.
DESCRIPTION
UNIT
QTY. PRICE PRICE
413.
Connection of new 8" dia., PVC Water Main
To new 12" PVC Water Main
EA.
3
414.
Connection of new 12" dia. PVC
Water Main to new 16" PVC Water Main
EA
1
415.
Connection of new 12" dia. PVC
Water Main to existing 12" C.I.P/D.I. P
Water Main
EA
1
416.
Water Main 8" dia., C900 DR18
PVC by Open Trench Construction
LF
347
417.
Water Main 8" dia., D.I.P.
With Nitrile Gaskets
LF
367
418.
Water Main 12" dia., C900 DR18
PVC by open Trenched Construction
LF
901
419.
Water Main 16" dia., C900 DR 18.
PVC by Open Trenched Construction
LF
120
420.
Tee, 8" dia. by 8" dia., D.I.P.
Complete with Thrust Restraint
EA
5
421.
Tee, 12" dia., by 8" dia. D.I.P.
Complete with Thrust Restraint
EA
2
422.
Tee, 16" dia., by 12" dia. D.I.P
Complete with Thrust Restraint
EA
2
423.
Bend, 90 Degree, 12" dia., Ductile Iron,
Complete with Thrust Restraint
EA
1
424.
Bend, 45 Degree, 12" dia., Ductile Iron,
Complete with Thrust Restraint
EA
2
425.
Bend, 11.25 Degree, 12" dia., Ductile Iron
Complete with Thrust Restraint
EA
2
426.
Cross, 8" dia., by 8" dia. D.I.P.
Complete with Thrust Restraint
EA
1
FORM
OF BID 2026 Phase 4 Heartland Hills
Area,
Water Main Replacement PAGE 3 OF 8
ITEM
NO. DESCRIPTION
427. Cross 12" dia., by 8" dia. D.I.P.
Complete with Thrust Restraint
428. End Cap 16" dia.
Complete with Thrust Restraint
429. Reducer, 8" by 6" dia., D.I.P.
Complete with Thrust restraint
430. Install New Fire Hydrant Assembly
M.J., 6.5' Bury Complete
431. Remove and Salvage
Existing Fire Hydrant Assembly
Complete
432. Gate Valve, 8" dia. M.J. with
Valve Box and Mechanical
Thrust Restraint
433. Gate Valve, 12" dia. M.J. with
Valve Box and Mechanical
Thrust Restraint
434. Gate Valve, 16" dia. M.J. with
Valve Box and Mechanical
Thrust Restraint
435. Water Service Connection,
New 1" dia. Complete
436. Water Service Connection, to existing
Water Services Line 1" dia., Complete
437. Water Service Connection, 1" dia.,
By Open -Cut Excavation
438. Water Service Connection, 1" dia.,
By Directional Drilling
EST. UNIT
UNIT QTY. PRICE
EA 1
EA 2
EA. 2.
EA. 14
EA. 11
EA. 14
EA. 6
EA. 3
EA. 50
EA. 34
U. 439
LF. 811
TOTAL
PRICE
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement PAGE 4 OF 8
ITEM EST. UNIT
NO. DESCRIPTION UNIT QTY. PRICE
439. Fill Existing 6" dia. Water Main
With Cellular Concrete
LF 3,642
440.
Fill Existing 12" dia. Water Main
With Cellular Concrete
LF 1,998
441.
Omit
442.
Link Seals between 8" PVC Carrier
Pipe and 12" PVC Casing Pipe
Water Tight, Complete
EA. 6
443.
Link Seals between 12" PVC Carrier
Pipe and 16" PVC Casing Pipe
Water Tight, Complete
EA. 4
444.
Hydrant Bags, Furnish, Install and Maintain
EA 32
501.
Remove / Replace Existing HMA Street
Pavement Including Curb and Gutter
S.Y. 380
502.
Remove / Replace Existing PCC
Driveway Pavement
S.Y. 105
503.
Remove / Replace Existing PCC t
Sidewalk 4" Thick
S.Y. 430
504.
ADA Inserts
EA 5
TOTAL BASE BID
TOTAL
PRICE
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement PAGE 5 OF 8
ALTERNATE A BID
ITEM
NO. DESCRIPTION
001-A. Mobilization
002-A.
Seed, Fertilize, and Mulch by
Hydroseeding (IDOT Urban Mix)
003-A.
9" Dia., Straw Filled Wattles
004-A .
Traffic Control
005-A .
Maintenance Bond, 2-Year
4.16-A .
Connection of New 16" dia.
PVC Water Main to Existing
16" C.I.P/D.I.P Water Main
419-A.
Water Main 16" dia., CR900 DR 18.
PVC by open Trench Construction
424-A.
Bend, 4511, 16" dia., Ductile Iron,
Complete with Thrust Restraint
425-A .
Bend, 22.5, 16" dia., Ductile Iron.
Complete with Thrust Restraint
427-A .
End Cap 16" dia.
Complete with Thrust Restraint
429-A.
Install New Fire Hydrant Assembly
M.J., 6.5' Bury Complete
433-A.
Gate Valve, 16" dia. M.J. with
Valve Box and. Mechanical
Thrust Restraint
440-A.
Water Main, Insulate
EST. UNIT TOTAL
UNIT
QTY. PRICE PRICE
LS
1
AC.
1
L.F.
1,070
L.S.
L.S.
L.S.
L.S.
EA
2
LF
966
EA
4
EA
2
EA
1
EA.
2
EA. 1
LF 24
TOTAL ALTERNATE A BID
TOTAL BASE BID PLUS ALTERNATE A BID
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement
PAGE 6 OF 8
2. It is understood that the quantities set forth are approximate only and subject to variation and that the
unit bid price for the work done shall govern in the actual payment to Contractor.
3. In submitting this bid, the bidder understands that the right is reserved by the Waterloo Water Works
to reject any or all bids. If written notice of the acceptance of this bid is mailed, telegraphed, or
delivered to the undersigned within thirty (30) days after the opening thereof, or at any time thereafter
before this bid is withdrawn, the undersigned agrees to execute and deliver an agreement in the
prescribed form and furnish the required bond and certificate of the insurance within ten (10) days after
the agreement is presented to him for signature, and. start work within ten (10) days after "Notice to
Proceed" is issued.
4. Security in the sum of Dollars
($. ) in the form of , is submitted herewith in
accordance with the INSTRUCTIONS TO BIDDERS
5. The bidder is prepared to submit a financial and experience statement upon request.
6. The bidder has received the following Addendum or Addenda:
Addendum No. Date
7. The bidder has filled in all blanks on this proposal.
The bidder has attached all applicable forms.
9. The Owner reserves the right to select alternates, delete line items, and/or to reduce quantities prior
to the award of a contract due to budgetary limitations.
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement PAGE 7 OF 8
(Name of Bidder)
Title
Official Address: (Including Zip Code):
I.R.S. No.
(Date)
FORM OF BID 2026 Phase 4 Heartland Hills Area,
Water Main Replacement PAGE 8 OF 8
BID BOND FOR BASE BID
KNOW ALL MEN BY THESE PRESENTS, that we,
as Principal, and as Surety are held and
firmly bound unto the Board of Trustees of the Waterloo Water Works, Waterloo, Iowa, hereinafter called
OWNER." In the penal sum
lawful money of the United States, for the payment of which sum will and truly be made, we bind ourselves, our
heirs, executors, administrators, and successors, jointly and severally, firmly by these presents. The condition of
this obligation is such that whereas the Principal has submitted the accompanying bid dated the day of
2026, for the 2026 Phase 4 Heartland Hills Area Water Main
Replacement Base Bid
NOW, THEREFORE,
(a) If said Bid shall be rejected, or in the alternate,
(b) If said Bid shall be accepted and the Principal shall execute and deliver a contract in the form specified and
shall furnish a bond for his faithful performance of said contract, and for the payment of all persons performing
labor or furnishing materials in connection therewith, and shall in all other respects perform the agreement created
by the acceptance of said Bid,
Then this obligation shall be void, otherwise the same shall remain in force and effect; it being expressly
understood and agreed that the liability of the Surety for any and all claims hereunder shall, in no event, exceed the
penal amount of this obligation as herein stated.
By virtue of statutory authority, the full amount of this bid bond shall be forfeited to the Owner in liquidation of
damages sustained in the event that the Principal fails to execute the contract and provide the bond as provided in
the specifications or by law.
The Surety, for value received, hereby stipulates and agrees that the obligations of said Surety and its bond shall be
in no way impaired or affected by any extension of the time within which the Owner may accept such Bid or
execute such contract; and said Surety does hereby waive notice of any such extension.
IN WITNESS WHEREOF, the Principal and the Surety, have hereunto set their hands and seals, and such of them
as are corporations, have caused their corporate seals to be hereto affixed and these presents to be signed by their
proper officers this day of , A.D. 2026.
Witness
Witness
Principal
By
Surety
By
Attorney -in -fact
(Title)
eal)
BID BOND FOR ALTERNATE A BID
KNOW ALL MEN BY THESE PRESENTS, that we,
as Principal, and as Surety are held and
firmly bound unto the Board of Trustees of the Waterloo Water Works, Waterloo, Iowa, hereinafter called
OWNER." In the penal sum
lawful money of the United States, for the payment of which sum will and truly be made, we bind ourselves, our
heirs, executors, administrators, and successors, jointly and severally, firmly by these presents. The condition of
this obligation is such that whereas the Principal has submitted the accompanying bid dated the day of
2026, for the 2026 Phase 4 Heartland Hills Area Water Main
Replacement Alternate A
NOW, THEREFORE,
(a) If said Bid shall be rejected, or in the alternate,
(b) If said Bid shall be accepted and the Principal shall execute and deliver a contract in the form specified and
shall furnish a bond for his faithful performance of said contract, and for the payment of all persons performing
labor or furnishing materials in connection therewith, and shall in all other respects perform the agreement created
by the acceptance of said Bid,
Then this obligation shall be void, otherwise the same shall remain in force and effect; it being expressly
understood and agreed that the liability of the Surety for any and all claims hereunder shall, in no event, exceed the
penal amount of this obligation as herein stated.
By virtue of statutory authority, the full amount of this bid bond shall be forfeited to the Owner in liquidation of
damages sustained in the event that the Principal fails to execute the contract and provide the bond as provided in
the specifications or by law.
The Surety, for value received, hereby stipulates and agrees that the obligations of said Surety and its bond shall be
in no way impaired or affected by any extension of the time within which the Owner may accept such Bid or
execute such contract; and said Surety does hereby waive notice of any such extension.
IN WITNESS WHEREOF, the Principal and the Surety, have hereunto set their hands and seals, and such of them
as are corporations, have caused their corporate seals to be hereto affixed and these presents to be signed by their
proper officers this day of , A.D. 2026.
Witness
IC
Witness
(Seal)
Principal
Surety
Attorney -in -fact
(Title)
INFORMATION NEEDED
FOR
IOWA CONSTRUCTION SALES TAX EXEMPTION CERTIFICATE
CONTRACTOR NAME:
ADDRESS:
(Check One) PRIME SUBCONTRACTOR
FEDERAL ID#:
PROJECT NAME:
PROJECT CONTRACT NO.:
DESCRIPTION OF WORK:
❑ Brickwork
❑ Carpentry
❑ Concrete
❑ Drywall -Plaster -Insulation
❑ Electrical
❑ Excavation/Grading
❑ Flooring
❑ Heavy Construction
❑ Heating -Ventilating -Air Cond.
❑ Landscaping
❑ Painting
❑ Paving
❑ Plumbing
❑ Roofing -Siding -Sheet Metal
❑ Windows
❑ Wrecking -Demolition
❑ Other (Please specify)
16. Will you, upon request, fill out a detailed financial statement and furnish any other
information that may be required by the Waterloo Water Works?
17. The undersigned hereby authorizes and requests any person, firm, or corporation to
furnish any information requested by the Waterloo Water Works in verification of the
recitals comprising this Statement of Bidder's Qualifications.
Dated at
this day of
2026.
State of )
ss:
County of )
M
(Name of Bidder)
Title:
being duly sworn deposes and says that he is
(Name of Organization)
and that the answers to the foregoing questions and all statements therein contained are true and
correct.
Subscribed and sworn to before me this day of , 2026.
Notary Public
My commission expires
STATEMENT OF BIDDER'S QUALIFICATIONS PAGE 2 OF 2
I
TECHNICAL SPECIFICATIONS
Section 02670 Installation of Water Main by Horizontal Directional Drilling (HDD)
Division 3 - Trench, Backfill, and Trenchless
Section 3010 - Trench and Backfill
Section 3020 — Trenchless Construction
Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
Section 5020 - Valves, Hydrants, and Appurtenances
Section 5030 - Testing and Disinfection
Division 7 - Streets and Related Work
Section 7030 — Sidewalks, Shared Use Paths, Driveways
Division 9 - Site Work and Landscaping
Section 9010 - Seeding
Section 9040 — Erosion and Sediment Control
Note: If there are conflicts between the Technical Specifications, General Special Provisions,
Special Provisions, General Specifications, Supplemental General Specifications and
Construction Plan Bid Reference Notes, the more stringent requirement, as determined by the
Engineer, shall be required.
SECTION 02670
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING
(HDD)
PART ONE — GENERAL
1.1 DESCRIPTION
A. Work included: Furnish all labor, materials, tools and equipment necessary for
installation of Polyvinyl Chloride water main pipe using current horizontal
directional drilling technology in accordance with the Drawings and as specified
herein.
B. General: This specification defines the approved method and material for the
installation of water main utilizing horizontal directional drilling technology.
C. Definition: Horizontal directional drilling (HDD) involves utilization of an
electronically tracked bore -head to guide the borehole to a pre -designed
configuration. The HDD process begins with boring a small, horizontal pilot
hole with a continuous string of steel drill rod. When the bore -head and rod
emerge on the opposite end of the crossing, a back reamer is attached to the drill
rod string and pulled back through the pilot hole. The reamer serves to enlarge
the pilot hole to allow the pipe to be pulled through from the opposite end of the
borehole. It is a requirement of this Project to utilize a back reamer of adequate
diameter prior to pulling the new pipe to be pulled through the hole with
minimized pulling force. The size of the drilling equipment and required support
equipment shall be determined by the CONTRACTOR based on the diameter
and length of pipe to be installed.
1.2 QUALITY ASSURANCE
A. Qualification of manufactures: Products used in this Work shall be produced by
manufacturers regularly engaged in the manufacture of similar items and with a
history of quality production acceptable to the OWNER.
B. Contractor Certification: CONTRACTOR shall be certified by the particular
horizontal directional drilling manufacturer that CONTRACTOR is a fully
trained user of the drilling equipment.
C. Qualifications of Personnel: Polyvinyl Chloride Restrained Joint (PVC/RJIB)
pipe jointing and Fusible Polyvinyl Chloride Pipe (FPVC) shall be performed by
personnel trained in the use of Polyvinyl Chloride Restrained Joint (PVC/RJIB)
and Fusible Polyvinyl Chloride (FPVC) pipe and the recommended methods for
new pipe connections. Personnel directly involved with installing the new pipe
shall receive training in the proper methods for handling and installing the
INSTALLATION Or WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-1
Polyvinyl Chloride Restrained Joint (PVC/RJIB) and Fusible Polyvinyl Chloride
Pipe (FPVC) pipe. Training shall be performed by a qualified representative.
1.3 SUBMITTALS
A. General: All submittals shall be made in accordance with these Specifications.
CONTRACTOR shall furnish engineering data covering design and installation.
Submittal shall be made in a timely manner so that the project schedule can be
met.
B. Shop drawings: As a minimum, the following data and shop drawing
information shall be submitted to the ENGINEER for review and approval:
Before beginning work, CONTRACTOR shall submit to the ENGINEER for
approval, the Vendor's shop drawings, catalog data and specific
manufacturer's technical data showing complete information on material
composition, physical properties, and dimensions of new pipe and fittings.
Include manufacturer's recommendations for handling, storage, and repair of
pipe and fittings, which are damaged.
2. A certificate of "Compliance with Specification" shall be furnished for all
materials supplied.
3. CONTRACTOR shall submit certification of workmen training for all
personnel involved in installation of pipe.
4. CONTRACTOR shall submit a work plan to the ENGINEER for acceptance.
Work plan shall address preparation steps required for pre -installation.
5. CONTRACTOR shall submit information to the ENGINEER for approval of
the procedure and the steps to be followed for installation of the HDPE pipe
utilizing horizontal directional drilling technology, even if the process is
named in the specification. Any proposed changes in installation procedures
shall require submittal of revised procedures for acceptance by the
ENGINEER.
6. CONTRACTOR shall submit to the ENGINEER for approval, full details
about component materials and their properties, except those protected by
trade secrets which may harm their claim to the product.
1.4 RESPONSIBILITY FOR MATERIALS
A. Material furnished by CONTRACTOR: CONTRACTOR shall be responsible
for furnishing all materials 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 furnishing of all materials and labor required for
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-2
the replacement of installed material discovered defective prior to the final
acceptance of the work.
1.5 PRODUCT HANDLING
A. Handling of materials:
All materials furnished by the CONTRACTOR shall be delivered and
distributed by the CONTRACTOR.
2. Pipe, fittings, etc., 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.
3. Pipe shall be so handled that no damage shall occur. If any part of the pipe is
damaged, CONTRACTOR shall replace damaged material at his expense in a
manner satisfactory to ENGINEER.
B. Storage of Materials: CONTRACTOR shall be responsible for safe storage of
material furnished by or to him, and accepted by him, and intended for the Work,
until it has been incorporated in completed Project. Interiors of all pipe, fittings
and other accessories shall be kept free from dirt and foreign matter at all times.
1.6 WARRANTY
A. All equipment and materials supplied under this Section shall be warranted to be
free from defects in materials and workmanship for a minimum of two (2) years
following acceptance by the OWNER.
PART TWO — PRODUCTS
2.1 MATERIALS
A. Polyvinyl Chloride Restrained Joint (PVC/RJIB) and Fusible Polyvinyl Chloride
Pipe (FPVC) pipe shall meet the requirements of AWWA C-900 and as noted in
the Construction Plans and with the maximum DR noted in the Construction
Plans. Pipe shall be suitable for potable water.
B. All pipe shall be made by the same manufacturer and shall be made of virgin
material. No rework except that obtained from manufacturer's own production
of the same formulation shall be used.
C. The pipe shall be homogenous throughout and shall be free of visible cracks,
holes, foreign material, blisters, or other deleterious faults.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-3
D. Dimension Ratios: The minimum wall thickness of the PVC pipe shall be
determined by the CONTRACTOR but the DR shall not be greater than DR18
when measured in accordance with ASTM D-2122. The CONTRACTOR shall
determine the minimum pipe thickness (maximum DR) with the following
design criteria and shall submit his calculations to the Engineer for review.
1. THICKNESS DESIGN
a. The following design criteria shall be used in calculating pipe thickness
for PVC/RJIB:
1) Working Pressure 100 PSI
2) Test Pressure 150 PSI
3) Surge Pressure 200 PSI
4) Dead Load Earth cover as shown on
Drawings, but not less than
15 feet
5) Buckling Design
6) Max. Allowable Deflection
7) Horizontal Deflection
Radius Curvature
8) Downhole Friction Factor
9) Factor of Safety for
Drilling Fluid Density
Considering dead load,
internal vacuum, H-20
Wheel Loading and a
hydrostatic load over top of
pipe to grade.
3%
90% of Actual Design Radius
1.0
1.5
b. The stresses in the pipe shall be calculated for the pre -installation,
installation, and post installation loading conditions. Thickness shall be
selected so that stresses do not exceed the following under any of the
loading conditions.
1) All conditions except
internal surge pressure 50% of minimum yield point
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDDI
02670-4
2) Internal surge pressure
condition 75% of minimum yield point
The CONTRACTOR shall increase the minimum "in-service" thickness
as necessary to support the expected stresses and loadings which are
expected to be encountered during the installation of the HDD pipeline.
The final selected thickness shall be supported by calculations as
required herein. No additional cost shall be considered by the
ENGINEER for pipe thickness greater than the specified minimum "in-
service" thickness.
2. Installation Method: PVC/RJIB pipe shall be joined at the drilling machine
prior to pull back. Fusible Polyvinyl Chloride Pipe (FPVC) shall be laid -out
and fused in protected areas away from vehicular traffic prior to pull back.
Contractor is responsible for protecting said pipe from damage.
3. Pipe Locator Wire: To facilitate future locating of water pipe two (2) #12
AWG EHS reinforced copper tracer wires by Copperhead or approved equal
shall be installed with the pipe and in contact with all fittings and valves as
per Plan details. Said tracer wire shall be installed without splices through all
HDDs.
2.2 EQUIPMENT
A. Directional Drilling Machine:
1. Directional drilling equipment shall be self -powered and self-contained.
Equipment shall be designed and manufactured with an electronically tracked
bore -head so as to guide the borehole to a desired configuration, both
horizontally and vertically.
2. Directional drilling equipment shall generate sufficient torque and
thrust/pullback force to drill a pilot hole, enlarge the pilot hole by back
reaming and pull the pipeline back through the enlarged hole.
3. CONTRACTOR shall comply with manufacturers specifications as to the
machine size requirement for a given diameter and length of pipe, as well as
parameters of the required size machine for percentage of upsize allowed.
B. Vacuum Excavation Unit:
1. Directional drilling operations shall be assisted by use of an adequately sized
vacuum excavation system mounted on either a trailer or truck body.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-5
2. Vacuum excavation system shall provide sufficient storage tank capacity and
power pack to efficiently remove drilling fluid from the insertion pit during
horizontal directional drilling operations.
3. Vacuum excavation system shall be equipped with a high-pressure water
system designed to assist with "pothole" excavation operations.
C. Drilling Fluid Management System:
1. Directional drilling operations shall be assisted by use of a truck mounted
drilling fluid mixing system.
2. Fluid management system shall include mixing tanks to allow for flexibility in
mixing, transferring and delivering drilling fluid.
3. Fluid management system shall have the capability to transfer between tanks
while providing drilling fluid to the directional drilling machine.
2.3 SHIPPING & HANDLING
A. PVC/RJM and Fusible Polyvinyl Chloride Pipe (FPVC) pipe materials shall be
protected from kinking and gouging during shipping, handling, and storage.
2.4 MATERIAL TESTING
A. Tests for compliance with this specification shall be made as specific herein and in
accordance with the applicable ASTM Specification. A certificate with this
specification shall be furnished, upon request, by the manufacturer for all material
furnished under this specification. Pipe may be rejected if not meeting any
requirements of this specification.
PART THREE — EXECUTION
3.1 HORIZONTAL DIRECTIONAL DRILLING OPERATION AND PIPE
INSTALLATION
A. Access to the project site.
1. Access to the site of the project under construction shall be by existing road
rights -of -way and adjoining public property. Access through private property will
not be permitted without the explicit written permission of the property owner.
B. Pre -Installation Preparations: CONTRACTOR'S work plan shall address the
following minimum preparations/steps, unless approved otherwise by the
ENGINEER.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-6
1. SAFETY: The CONTRACTOR shall carry out operations under this section in
strict accordance with all applicable OSHA Standards. Particular attention is
drawn to those safety requirements involving workk, on an elevated platform and
entry into a confined space. It shall be the CONTRACTOR's responsibility to
comply with OSHA Standards and Regulations pertaining to all aspects of the
work.
C. Installation Procedures — General: All approved installation instructions and
procedures submitted shall be carefully followed during installation. ENGINEER shall
provide all grade profiles and field stakeout required for pipe centerline grade and
offsets. Any proposed changes in installation procedures shall require submittal of
revised procedures and acceptance by the ENGINEER.
1. Equipment used to perform the work shall be located as far away from buildings
as possible. Provide enclosed, insulated power packs for all mechanical
equipment to reduce machine noise, as required to meet local requirements.
2. CONTRACTOR shall install all pulleys, rollers, bumpers, alignment control
devices and other equipment required to protect the pipe from damage during
installation. Lubrication shall be used as recommended by the manufacturer.
Under no circumstances will the pipe be stressed beyond its elastic limit.
D. Pipe Joining of PVC Pipe:
1. PVC pipe shall be assembled and joined at the site to provide a leak. proof joint.
Threaded or solvent -cement joints and connections shall not be permitted. All
equipment and procedures used shall be used in strict compliance with the pipe
manufacturer's recommendations.
2. Any section of the pipe with a gash, blister, abrasion, nick, scar, or other
deleterious fault greater in depth than ten percent (10%) of the wall thickness,
shall not be used and must be removed from the site. In addition, any section of
pipe having other defects such as concentrated ridges, discoloration, excessive
spot roughness, pitting, variable wall thickness or any other defect of
manufacturing or handling as determined by the ENGINEER and/or his
representative shall be discarded and not used.
E. Connection of PVC to Fittings: PVC pipe shall be joined to ductile iron pipe and
fittings in strict compliance with manufacturer's recommendations.
1. PVC pipe shall be joined directly to ductile iron pipe and fittings by the use of
Mega -lug joint restraints, or approved equal, in strict compliance with the
manufacturer's recommendations. Stainless steel insert pipe stiffeners shall be
used with all such connections.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-7
3.2 HYDROSTATIC TESTS FOR LEAKAGE
A. General:
1. All new water mains shall be tested, after backfilling to a hydrostatic pressure of
not less than 100 psi above design water pressure for the system or 150 psi,
whichever is greater. Allowable leakage shall be calculated by the following
formula and is shown in columnar form in Table 6:
L=SDVP Where: L = allowable leakage in gallons per hour
133,200 S = length of pipe tested in feet
D = nominal diameter of pipe in inches
P = average test pressure during leakage test in psi
TABLE 6
Allowable Leakage per 1,000 ft. (305 m) of Pipeline*--qph
Average Test
Pressure, PSI
(Bars)
NOMINAL PIPE DIAMETER - Inches
3"
4"
6"
8"
10"
12"
14"
16"
200 14
0.32
0.43
0.64
0.85
1.06
1.28
1.48
1.70
175 12
0.30
0.40
0.59
0.80
0.99
1.19
1.39
1.59
150 10
0.28
0.37
0.55
0.74
0.92
1.10
1.29
1.47
125 9
0.25
0.34
0.50
0.67
0.84
1.01
1.18
1.34
100 7
0.23
0.30
0.45
0.60
0.75
1 0.90
1.05
1.20
*If the pipeline under test contains sections of various diameters, the allowable
leakage will be the sum of the computed leakage for each size.
B. No water line shall be placed in service until the leakage is less than the
allowable leakage as indicated above. Testing of water mains shall only be done
after installation of all valves, taps and service laterals are complete. All portions
of the water system, including hydrants and service lines, shall be subject to
hydrostatic pressure during the leakage test. Testing of water mains shall be
observed and documented by the Inspector/Engineer.
C. All high points and service lines in portion of system under test shall be vented
and all air expelled from system prior to beginning test. All fittings and hydrants
shall be properly braced or blocked before applying pressure. Where concrete
thrust blocks are used, they shall have attained their final set prior to testing.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-8
D. After section of system under test has reached required pressure as stated above,
said pressure shall be maintained for two (2) hours. At conclusion of pressure
test, volume of makeup water required to refill pipeline shall be determined by
measurement with displacement meter or by pumping from a vessel of known
volume.
E. All joints or fittings at which leakage occurs shall be reworked to insure
tightness. All visible leaks shall be repaired regardless of amount of leakage. If
measured amount of leakage exceeds values for the appropriate size as found in
AWWA Specification C600, Hydrostatic Testing (Table 6), pipeline shall be
repaired and retested until leakage is within limit set by the referenced
specification. Methods of repair prior to retesting will be done with
ENGINEER'S approval and inspection. Repairs of new construction will be by
adjustment or replacement of material only. The use of repair clamps or bell
clamps will not be acceptable.
3.3 DISINFECTION OF WATER MAINS
A. General: After testing and before final inspection of the completed systems, water
mains and service laterals shall be flushed and disinfected in accordance with AWWA
Specification C651 latest revision. Flushing shall be accomplished at a flow velocity
of not less than 2.5 feet per second.
B. Disinfection Procedures:
1. Disinfection as described in AWWA C651 — "Placing of calcium hypochlorite
tablets" shall be used. Five gram (5g) calcium hypochlorite tablets with 3.25 gram
available chlorine per tablet shall be attached at the inside tip of the pipe by an
adhesive such as Permatex No. 2 or equal. The following number of tablets for the
given pipe size shall be used for an initial dose of twenty-five (25 mg/1 (ppm)
chlorine:
Pipe Diameter
6"
8"
10"
12"
Number Tablets Per
18-20 Ft. Pibe Section
1
2
3
4
Or the number of tablets equal to 0.0012d2L rounded to the next higher integer,
where d is the inside diameter, in inches, and L is the length of the pipe section, in
feet. Use of the continuous feed or slug method of disinfecting may only be used
to re -chlorinate a water pipe after the initial disinfection.
INSTALLATION Or WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-9
2. Disinfection solution shall remain in pipe for not less than twenty-four (24) hours,
after which time a chlorine residual of 10 ppm at all parts of line shall be required.
At least two consecutive satisfactory bacteriological samples from the distribution
system 24 hours apart and for each 1200 feet of water main must be obtained and
approved before system can be placed in service. CONTRACTOR shall pay all
costs associated with disinfection and testing of installed facilities and any
additional bacteriological samples required after first set.
3.4 CARE AND RESTORATION OF PROPERTY
A. All heavy equipment shall be operated with care to prevent damage to existing road
surfacing.
B. The CONTRACTOR shall not use or operate tractors, bulldozers, or other power -
operated equipment the treads or wheels of which are so shaped as to cut or otherwise
damage existing road surfaces.
C. All surfaces which have been damaged by the CONTRACTOR'S operations shall be
restored to a condition at least equal to that in which they were found immediately
prior to the beginning of operations. Suitable materials and methods shall be used for
such restoration.
D. Restoration of existing property or structures shall be done as promptly as practicable
and shall not be left until the end of the construction period.
3.5 PROTECTION OF EXISTING STRUCTURES, PRIVATE PROPERTY, AND RIGHTS -
OF -WAY
A. All existing pipes, poles, wires, fences, curbing, property -line markers, and other
structures which, in the opinion of ENGINEER must be preserved in place without
being temporarily or permanently relocated, shall be carefully supported and protected
from injury by CONTRACTOR, and in case of injury, CONTRACTOR shall notify
the appropriate party so that proper steps may be taken to repair any and all damage
done. When the owners do not wish to make the repairs themselves, all damage shall
be repaired by CONTRACTOR, or, if not promptly done by him, ENGINEER may
have the repairs made at expense of CONTRACTOR.
B. The CONTRACTOR shall consult the ENGINEER or his representatives prior to
removing or disturbing any tree, shrub, bush, fence, or improvement that may be
encountered in the path of the water main. Immediately upon completion of water
main, the CONTRACTOR shall replace the sod, lawns, bushes, shrubs, or whatever
else may have been removed, disturbed or altered during the progress of the work.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-10
3.6 PAYMENT
A. The installed pipe shall be paid the lump sum price bid for each directional drill and
shall include all materials, labor and equipment necessary to complete each HDD.
B. All costs for testing the pipe after installation shall be considered incidental to the cost
of the project.
C. The CONTRACTOR shall not be paid or reimbursed for unsuccessful HDD attempts.
Such unsuccessful attempts shall be abandoned in place and filled with an approved
grout mixture in a manner that is pre -approved by the IOWA DEPARTMENT OF
TRANSPORTATION and the ENGINEER.
INSTALLATION OF WATER MAIN BY HORIZONTAL DIRECTIONAL DRILLING (HDD)
02670-11
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
TRENCH EXCAVATION AND BACKFILL
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. Trench Excavation for Pipe Systems
B. Trench Foundation Stabilization
C. Pipe Bedding and Backfill
1.02 DESCRIPTION OF WORK
A. Excavate trench for pipe installation.
B. Stabilize trench and install pipe bedding materials.
C. Place backfill material in trench.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Gradation reports for bedding materials.
B. Results of required testing.
C. Dewatering plan.
1.04 SUBSTITUTIONS
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants.
1.07 SPECIAL REQUIREMENTS
None.
1 Revised: 2012 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
1.08 MEASUREMENT AND PAYMENT
A. General: The following items are incidental to the underground utility being installed and will
not be paid for separately:
1. Standard trench excavation.
2. Removal and disposal of excess backfill material resulting from pipe installation.
3. Removal of abandoned private utilities encountered during trench excavation.
4. Furnishing and placing granular bedding material.
5. Placing and compacting backfill material.
6. Dewatering including, but not limited to, all equipment such as generators, pumps, rock
for sump pits, discharge piping, and any extra excavation needed to facilitate dewatering
according to stormwater regulations, as applicable.
7. Sheeting, shoring, and bracing.
8. Adjusting the moisture content of excavated backfill material to the range specified for
placement and compaction.
9. Temporary support for existing water, sewer, gas, telephone, electric, and other utilities
or services that cross the trench.
B. Rock Excavation:
1. Measurement: Measurement will be by cubic yards of rock removed.
2. Payment: Payment will be at the unit price per cubic yard for the quantity of rock
removed.
3. Includes: Unit price includes, but is not limited to, furnishing the equipment and labor to
break up, remove, and properly dispose of rock encountered in the trench.
C. Trench Foundation:
1. Measurement: Measurement will be in tons for the quantity of stabilization material
required to replace material removed by over -excavation. Measurement will be based on
the scale tickets for the material delivered and incorporated into the project. Trench
foundation required to correct unauthorized over -excavation will not be measured.
2. Payment: Payment will be at the unit price per ton for the quantity of stabilization
material furnished and placed.
3. Includes: Unit price includes, but is not limited to, removal and disposal of over -
excavated material required to stabilize trench foundation; and furnishing, hauling, and
placing stabilization material.
2 Revised: 2025 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
1.08 MEASUREMENT AND PAYMENT (Continued)
D. Removal, Disposal, and Replacement of Unsuitable Backfill Material:
1. Measurement: Measurement will be in cubic yards for the quantity of backfill material
required to replace unsuitable backfill material removed during standard trench
excavation. Measurement will be based on compacted material in place.
2. Payment: Payment will be at the unit price per cubic yard for the quantity of the suitable
replacement backfill material furnished.
3. Includes: Unit price includes, but is not limited to, removal, hauling, and disposal costs
of the unsuitable material and the furnishing, hauling, and placing of the suitable
replacement backfill material. Unit price does not include landfill costs for contaminated
materials.
E. Special Pipe Embedment or Encasement:
1. Measurement: Measurement will be by the linear foot along the centerline of pipe for
each type of special embedment or encasement.
2. Payment: Payment will be at the unit price per linear foot for each type of special pipe
embedment or encasement.
3. Includes: Unit price includes, but is not limited to, furnishing and placing all required
special pipe embedment or encasement materials.
F. PCC Pipe Support Over Existing Utility:
1. Measurement: Measurement will be by each location.
2. Payment: Payment will be at the unit price for each pipe support.
3. Includes: Unit price includes, but is not limited to, furnishing and placing PCC pipe
supports and associated materials.
G. Reinforced PCC Beam Utility Line Support:
1. Measurement: Measurement will be by each location.
2. Payment: Payment will be at the unit price for each reinforced PCC beam utility line
support.
3. Includes: Unit price includes, but is not limited to, furnishing and placing reinforced PCC
beam utility line support and associated materials.
H. Trench Compaction Testing: If the contract documents specify that the Contractor is
responsible for trench compaction testing, measurement and payment will be as follows.
1. Measurement: Lump sum item; no measurement will be made.
2. Payment: Payment will be at the lump sum price for trench compaction testing.
3. Includes: Lump sum price includes, but is not limited to, all payments associated with
retesting resulting from failure of initial tests.
Revised: 2026 Edition
SUDAS Standard Specifications Division 3 -Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
PART 2 - PRODUCTS
2.01 MATERIALS EXCAVATED FROM A TRENCH
A. Standard Trench Excavation: All materials encountered during trench excavation, except
rock and over -excavation.
1. Suitable Backfill Material: Class II, Class III, Class IVA, or Class IVB as defined in
Section 3010, 2.03.
2. Unsuitable Backfill Material: Includes, but is not limited to, the following materials:
a. Soils not classified as suitable backfill material, as defined in Section 3010, 2.03.
b. Individual stones or concrete chunks larger than 6 inches and averaging more than
one per each cubic foot of soil.
c. Frozen materials.
d. Stumps, logs, branches, and brush.
e. Trash, metal, or construction waste.
f. Soil in clumps or clods larger than 6 inches, and without sufficient fine materials to fill
voids during placement.
g. Environmentally contaminated soils.
h. Materials removed as rock excavation or over -excavation.
3. Topsoil: Class V material. Comply with Section 3010, 2.04.
B. Rock Excavation: Boulders or sedimentary deposits that cannot be removed in trenches
without continuous use of pneumatic tools or blasting.
C. Over -excavation: Excavation of unsuitable or unstable material in trenches below the pipe
zone, comply with Figure 3010.101.
2.02 BEDDING MATERIAL
A. Class I Material:
1. Crushed stone complying with the following gradation:
Sieve
Percent Passing
1 1 /2"
100
1"
95 to 100
1/2"
25 to 60
No. 4
0 to 10
No. 8
0 to 5
2. The Engineer may allow the use of gravel or authorize a change in gradation subject to
materials available locally at the time of construction.
3. The Engineer may authorize the use of crushed PCC for pipe sizes up to 12 inches.
4. Use aggregates having a percentage of wear, Grading A or B, not exceeding 50%,
determined according to AASHTO T 96.
4 Revised: 2026 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
2.03 BACKFILL MATERIAL
A. Class II Material: Manufactured and non -manufactured open -graded (clean) or dense -
graded (clean) processed aggregate, clean sand, or coarse -grained natural soils (clean) with
little or no fines. Class 11 materials are further described in Table 3010.01.
Table 3010.01: Class II Materials
Soil Group
Percentage Passing Sieve Sizes
Type
Symbol
Description
ASTM D 2487
1 1/2 in.
No. 4
No. 200
GW
Well -graded gravels and gravel -sand
° of
mixtures; little or no fines.
"Coarse
Fraction"
GP
Poorly -graded gravels and gravel -
Coarse -Grained
sand mixtures; little or no fines.
100%
SW
Well -graded sands and gravelly
°
Soils, clean
< 5%
sands; little or no fines.
of
"Coarse
Fraction"
SP
Poorly -graded sands and gravelly
sands; little or no fines.
Coarse -Grained
Soils, borderline
e.g. GW-GC,
Sands and gravels that are borderline
°
100 /o
Varies
clean to with fines
SP-SM
between clean and with fines.
B. Class III Material:
1. Natural coarse -grained soils with fines. Class III materials are further described in Table
3010.02.
2. Do not use where water condition in trench may cause instability.
Table 3010.02: Class III Material
Table
Soil Group
Symbol
ASTM D 2487
Description
Coarse -Grained Soils, with fines
GM
Silty gravels, gravel -sand -silt mixtures.
GC
Clayey gravels, gravel -sand -clay mixtures.
SM
Silty sands, sand -silt mixtures.
SC
Clayey sands, sand -clay mixtures.
C. Class IVA Material:
1. Natural fine-grained inorganic soils. Class IVA materials are further described in Table
3010.03.
2. The Engineer will determine if material is not suitable for use as backfill material under
deep fills, surface applied wheel loads, heavy vibratory compactors, tampers, or other
conditions.
3. Do not use where water conditions in trench may cause instability.
4. Material is suitable for use in dry trench conditions only.
5 Revised: 2014 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
2.03 BACKFILL MATERIAL (Continued)
Table 3010.03: Class IVA Material
Soil Group
Type
Symbol
Description
ASTM D 2487
ML
Inorganic silts and very fine sands, rock flour, silty
Fine -Grained Soils
or clayey fine sands, silts with slight plasticity.
(inorganic)
CL
Inorganic clays of low to medium plasticity, gravelly
clays, sandy clays, silty clay, lean clay.
D. Class IVB Material:
1. Natural fine-grained inorganic (high elastic silts and plastic clays - fat clay) with a liquid
limit greater than 50%. Class IVA materials are further described in Table 3010.04.
2. When approved by the Engineer, material may be used as final trench backfill in a dry
trench.
3. Do not use in the pipe embedment zone.
Table 3010.04: Class IVB Material
Soil Group
Type
Symbol
Description
ASTM D 2487
MH
Inorganic silts, micaceous or diatomaceous fine
Fine -Grained Soils
sandy or silty soils, elastic silts.
(inorganic)
CH
Inorganic clays of high plasticity, fat clays.
2.04 TOPSOIL
A. Class V Material:
1. Organic soils. Class V materials are further described in Table 3010.05.
2. Use only as topsoil outside of the pavement, unless otherwise specified or allowed by the
Engineer.
3. Do not use in the pipe embedment zone.
Table 3010.05: Class V Material
Soil Group
Type
Symbol
Description
ASTM D 2487
OL
Organic silts and organic silty clays of low
Organic Soils
plasticity.
(unsuitable for backfill)
OH
Organic clays of medium to high plasticity,
organic silts.
Highly Organic
(unsuitable for backfill)
PT
Peat and other high organic soils.
6 Revised: 2014 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
2.05 STABILIZATION (FOUNDATION) MATERIALS
A. Clean 2 1/2 inch crushed stone with the following gradation:
Table 3010.06: Stabilization Materials
Sieve
Percent Passing
2 1/2"
100
2"
90 to 100
1 1/2"
35 to 70
1"
0to20
1/2"
0 to 5
B. If specified, meet Iowa DOT Section 4128 for Gradation No. 13a screened over a 1 inch
screen or the Engineer may authorize a change in gradation depending on materials
available locally at time of construction.
C. Crushed concrete may be used, if approved by the Engineer, if it is within + 5% of the
gradation for each size of material.
2.06 SPECIAL PIPE EMBEDMENT AND ENCASEMENT MATERIAL
A. Concrete Cradle, Arch, or Encasement: Use Iowa DOT Class C concrete.
B. Flowable Mortar: Comply with Iowa DOT Article 2506.02.
C. CLSM:
1. Approximate quantities per cubic yard:
a. Cement: 50 pounds
b. Fly ash: 250 pounds
c. Fine aggregate: 2,910 pounds
d. Water: 60 gallons
2. A compressive strength of at least 50 psi compressive strength at 28 calendar days can
be expected.
3. Comply with material requirements of Iowa DOT Article 2506.02.
D. Foamed Cellular Concrete:
1. If specified or approved by the Engineer, foamed cellular concrete may be substituted for
flowable mortar.
2. Comply with Iowa DOT Article 2506.02.
3. Submit mix design to the Engineer. Include base cement slurry mix per cubic yard,
expansion factor from the foaming agent, and wet density.
7 Revised: 2021 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
PART 3 - EXECUTION
3.01 TRENCH EXCAVATION
A. Notify the Engineer prior to the start of excavation activities.
B. Remove topsoil to a minimum depth of 12 inches and stockpile.
C. Excavate trench to required elevations and dimensions. Comply with Figure 3010.101.
1. Protect existing facilities, trees, and shrubs during trench excavation.
2. Place excavated material away from trench.
3. Grade spoil piles to drain. Do not allow spoil piles to obstruct drainage.
D. Unsuitable Backfill Material:
1. If unsuitable backfill material is encountered, notify the Engineer.
2. Remove rock, rubbish, boulders, debris, and other unsuitable backfill materials at least 6
inches below and on each side of the pipe.
3. Keep unsuitable backfill material separated from suitable backfill material and topsoil.
4. Restore trench to design dimensions using bedding or stabilization material.
3.02 ROCK OR UNSTABLE SOILS IN TRENCH BOTTOM
A. Notify the Engineer prior to over -excavation.
B. The Engineer will determine the need for over -excavation and trench foundation stabilization
prior to installation of pipes and structures.
C. Comply with Figure 3010.101 for over -excavation of rock and wet or soft foundations.
3.03 TRENCH PROTECTION
A. Install adequate trench protection (sheeting, shoring, and bracing) to prevent ground
movement or damage to adjacent structures, pipelines, and utilities.
B. Move trench boxes carefully to avoid disturbing pipe, bedding, or trench wall.
3.04 DEWATERING
A. Maintain water levels below the bottom of trench excavation.
B. Perform the dewatering operation according to the dewatering plan approved by the
Engineer. The dewatering plan may be modified to meet actual field conditions, with
approval of the Engineer.
C. Ensure operation of the dewatering system does not damage adjoining structures and
facilities. Cease dewatering operations and notify the Engineer if damage is observed.
D. Discharged Water:
1. Do not discharge water into sanitary sewers.
2. Discharging water into storm sewers requires Engineer's approval.
8 Revised: 2015 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
3.04 DEWATERING (Continued)
3. Obtain permission of adjacent property owner prior to discharging water onto their
property.
4. Maintain and control water discharge as necessary to prevent a safety hazard for
vehicular and pedestrian traffic.
5. Direct water discharge away from electrical facilities or equipment.
6. Use dewatering equipment that will minimize disturbance from noise and fumes.
7. Protect discharge points from erosion. Provide sediment control for sediment
contaminated water discharged directly from trench.
3.05 PIPE BEDDING AND BACKFILL
A. General: Comply with Figures 3010.101, 3010.102, 3010.103, 3010.104, and 3010.105, as
appropriate.
1. Bedding and backfill used for pipe installation will depend on:
a. Type of installation (water main, sanitary sewer gravity main, sanitary sewer force
main, or storm sewer).
b. Pipe material.
c. Depth of bury.
d. Pipe diameter.
2. After pipe installation, place remaining bedding material and immediately place backfill in
trench.
3. Adjust the moisture content of excessively wet, but otherwise suitable, backfill material by
spreading, turning, aerating, and otherwise working material as necessary to achieve
required moisture range.
4. Adjust the moisture content of excessively dry, but otherwise suitable, backfill material by
adding water, then turning, mixing, and otherwise blending the water uniformly
throughout the material until the required moisture range is achieved.
5. Hydraulic compaction (flooding with water) is not allowed unless authorized by the
Engineer.
6. Special Pipe Embedment and Encasement Materials:
a. If specified, use concrete, flowable mortar, CLSM, or foamed cellular concrete as a
substitute for pipe bedding, haunch support, or primary and secondary backfill.
b. Secure pipe against displacement or flotation prior to placing special pipe
embedment and encasement material.
c. Place Class IV clay material for a waterstop and compacted to 90% of Standard
Proctor Density. Obtain required compaction within a soil moisture range of optimum
moisture to 4% above optimum moisture content. If trench stabilization material is
used, extend waterstop through stabilization material to the bottom of the trench.
B. Pipe Bedding:
1. Granular Material:
a. Class I granular bedding material is required for all gravity mains. Use when
specified for pressure pipes.
b. Comply with Figures 3010.101, 3010.102. 3010.103, 3010.104, and 3010.105.
Revised: 2019 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
3.05 PIPE BEDDING AND BACKFILL (Continued)
c. Place bedding material in the bottom of the trench in lifts no greater than 6 inches
thick. Consolidate and moderately compact bedding material.
d. Shape bedding material to evenly support pipe at the proper line and grade, with full
contact under the bottom of the pipe. Excavate for pipe bells.
e. Install pipe and system components.
f. Place, consolidate, and moderately compact additional bedding material adjacent to
the pipe to a depth equal to 1/6 the outside diameter of the pipe.
2. Suitable Backfill Material:
a. Only use with pressure pipe. Comply with Figure 3010.104.
b. Use suitable backfill material to shape trench bottom to evenly support pipe at the
proper line and grade, with full contact under the bottom of the pipe. Excavate for
pipe bells.
C. Haunch Support: Place from the top of the pipe bedding to the springline of the pipe.
1. Granular Material:
a. Place Class I material in lifts no greater than 6 inches thick.
b. Consolidate and moderately compact by slicing with a shovel or using other approved
techniques.
2. Suitable Backfill Material:
a. Place in lifts no greater than 6 inches thick.
b. For Class II backfill material, consolidate and moderately compact by slicing with a
shovel or using other approved techniques.
c. For Class III and Class IVA backfill materials, compact to at least 90% of Standard
Proctor Density. Obtain required compaction within a soil moisture range of optimum
moisture to 4% above optimum moisture content.
D. Primary and Secondary Backfill:
1. General:
a. For primary backfill, place from the springline of the pipe to the top of the pipe.
b. For secondary backfill, place from the top of the pipe to 1 foot above the top of the pipe.
2. Granular Material:
a. Place in lifts no greater than 6 inches thick.
b. Compact to at least 65% relative density.
3. Suitable Backfill Material:
a. Place in lifts no greater than 6 inches thick.
b. For Class II backfill material, compact to at least 65% relative density.
c. For Class III and Class IVA backfill materials, compact to at least 95% of Standard
Proctor Density. Obtain required compaction within a soil moisture range of optimum
moisture to 4% above optimum moisture content.
E. Final Trench Backfill:
1. Place suitable backfill material from 1 foot above the top of the pipe to the top of the
trench.
a. Use no more than 8 inch thick lifts for backfill areas more than 3 feet below the
bottom of pavement.
b. Use no more than 6 inch thick lifts for backfill areas less than or equal to 3 feet below
the bottom of pavement.
10 Revised: 2019 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3010 - Trench Excavation and Backfill
3.05 PIPE BEDDING AND BACKFILL (Continued)
2. Place backfill material after recording locations of connections and appurtenances or at
the Engineer's direction.
3. Class I and Class II Backfill Material:
a. Compact to at least 65% relative density within right-of-way.
b. Compact to at least 50% relative density outside right-of-way.
4. Class III and Class IVA Backfill Material:
a. Compact to at least 95% of Standard Proctor Density within right-of-way.
b. Compact to at least 90% of Standard Proctor Density outside right-of-way.
c. Obtain required compaction within a soil moisture range of optimum moisture to 4%
above optimum moisture content.
5. In areas to remain unpaved, terminate backfill material 8 inches below finished grade.
Use topsoil for the final 8 inches above trench backfill material.
6. Terminate backfill material at subgrade elevation in areas to be paved.
3.06 TRENCH COMPACTION TESTING
A. General: When trench compaction testing is specified in the contract documents as the
Contractor's responsibility, provide testing of trench backfill material using the services of an
independent testing laboratory approved by the Engineer.
B. Soil Testing:
1. Cohesive Soils:
a. Determine moisture -density relationships by ASTM D 698 (Standard Proctor).
Perform at least one test for each type of cohesive soil used.
b. Determine in -place density and moisture content. Use ASTM D 1556 (sand -cone
method) and ASTM D 2216 (laboratory moisture content), or use ASTM D 6938
(nuclear methods for density and moisture content).
2. Cohesionless Soils:
a. Determine maximum and minimum index density and calculate relative density using
ASTM D 4253 and ASTM D 4254.
b. For Class I granular bedding material, determine gradation according to ASTM C
136.
C. Field Testing:
1. Testing Frequency and Locations: Perform testing of the final trench backfill,
beginning at a depth of 2 feet above the top of the pipe, as follows:
a. Coordinate the timing of testing with the Engineer.
b. The Engineer will determine the location of testing.
c. For each 2 vertical feet of consolidated fill, provide tests at a maximum horizontal
spacing of 200 feet and at all street crossings.
d. Additional testing may be required by the Engineer in the event of non-compliance or
if conditions change.
e. If necessary, excavate to the depth and size as required by the Engineer to allow
compaction tests. Place backfill material and recompact.
2. Test Failure and Retesting: Rework, recompact, and retest as necessary until specified
compaction and moisture content is achieved in all areas of the trench. In the event of
failed tests, the Engineer may require retesting as deemed necessary.
END OF SECTION
11 Revised: 201 EEdition
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SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3020 - Trenchless Construction
TRENCHLESS CONSTRUCTION (BORING, JACKING, AND TUNNELING)
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. Trenchless Installation of Carrier Pipe with Casing Pipe
B. Trenchless Installation of Carrier Pipe without Casing Pipe
1.02 DESCRIPTION OF WORK
A. Excavate launching and receiving pits.
B. Install casing or carrier pipe by trenchless methods.
C. Install carrier pipe inside casing pipe (if required).
D. Place backfill material in excavations.
E. Surface restoration for areas removed to determine utility locations.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Proposed installation methods and equipment.
B. Gradation reports for bedding materials if required.
C. Shop drawings of casing spacers and proposed spacing.
D. Dewatering plan (if required).
1.04 SUBSTITUTIONS
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants.
1.07 SPECIAL REQUIREMENTS
None.
1.08 MEASUREMENT AND PAYMENT
All items of work contained in this section are incidental to the underground utility pipe being
installed and will not be paid for separately.
1 Revised: M1 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3020 - Trenchless Construction
PART 2 - PRODUCTS
2.01 CARRIER PIPE
A. Carrier Pipe Installed within Casing Pipe:
1. Sanitary Sewer Gravity Main: Comply with Section 4010, 2.01.
2. Sanitary Sewer Force Main:
a. Restrained Joint Ductile Iron Pipe: Comply with Section 4010, 2.02.
b. Restrained Joint PVC Pipe: Comply with Section 4010, 2.02.
3. Storm Sewer: Comply with Section 4020, 2.01.
4. Culverts: Comply with Section 4030, 2.01.
5. Water Main:
a. Restrained Joint Ductile Iron Pipe: Comply with Section 5010, 2.01.
b. Restrained Joint PVC Pipe: Comply with Section 5010, 2.01.
c. Fusible Pipe: Comply with Section 5011, 2,01.
B. Carrier Pipe Installed without a Casing Pipe:
1. Sanitary Sewer Gravity Main:
a. Reinforced Concrete Pipe: Comply with Section 4010, 2.01.
b. Vitrified Clay Pipe: Comply with Section 4010, 2.01.
c. Restrained Joint Ductile Iron Pipe: Comply with Section 4010, 2.02.
d. Restrained Joint PVC Pipe: Comply with Section 4010, 2.02.
2. Sanitary Sewer Force Main:
a. Restrained Joint Ductile Iron Pipe: Comply with Section 4010, 2.02.
b. Restrained Joint PVC Pipe: Comply with Section 4010, 2.02.
3. Storm Sewer and Culverts:
a. Reinforced Concrete Pipe: Comply with Section 4020, 2.01.
b. Reinforced Concrete Arch Pipe: Comply with Section 4020, 2.01.
c. Reinforced Concrete Elliptical Pipe: Comply with Section 4020, 2.01.
d. Reinforced Concrete Low Head Pressure Pipe: Comply with Section 4020, 2.01.
4. Water Main:
a. Restrained Joint Ductile Iron Pipe: Comply with Section 5010, 2.01.
b. Restrained Joint PVC Pipe: Comply with Section 5010, 2.01.
c. Fusible Pipe: Comply with Section 5011, 2.01.
2.02 CASING PIPE
A. Pipe: Use only new, steel pipe meeting the requirements of ASTM A 139, Grade B; ASTM A
252, Grade 2; ASTM A 53, Grade B; or API 5L X Grade. Pipe may be welded or seamless.
Wall thickness will be as specified in the contract documents.
B. Joints:
1. Comply with American Welding Society Code D1.1. Weld all joints with full penetrating
weld. Welders must be qualified according to Iowa DOT Article 2408.03, B. Welds must
comply with Iowa DOT Materials I.M. 558.
2. Upon approval of the Engineer, an interlocking casing pipe connection system may be
used in lieu of field welding the sections of casing pipe.
2 Revised: 2022 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3020 - Trenchless Construction
2.02 CASING PIPE (Continued)
C. Pipe Diameter: Minimum inside diameter as specified in the contract documents. If
diameter is not specified, use a minimum inside casing diameter of at least 4 inches greater
than the largest outside diameter of the carrier pipe, including pipe bells.
2.03 CASING SPACERS
A. Use manufactured casing spacers to position carrier pipe in casing. Do not use wood skids.
B. Meet the following material requirements:
1. HDPE Band/Panel and Riser: ASTM D 638.
2. Stainless Steel or Carbon Steel Band/Panel and Riser: Type 304 stainless steel
according to ASTM A 240 or carbon steel according to ASTM A 36.
a. Liner: Elastomeric PVC per ASTM D 149.
b. Spacer Skid/Runner: Abrasion resistant polymer with a low coefficient of friction.
c. Fasteners: Type 304 (18-8) stainless steel per ASTM A 193.
2.04 BACKFILL FOR ABANDONED TUNNELS
A. Use Iowa DOT Class C concrete, approximately 4 inch slump.
B. Flowable mortar, foamed cellular concrete, or CLSM according to Section 3010, 2.06.
2.05 BACKFILL MATERIAL
A. Excavated Materials: Comply with Section 3010 for classification of excavated materials.
Use only suitable material for backfill material.
B. Special Fill Materials: For use where specified in the contract documents.
1. PCC: Use Iowa DOT Class C concrete, approximately 4 inch slump.
2. Flowable Mortar: Comply with Section 3010, 2.06.
3. CLSM: Comply with Sectlon 3010, 2.06.
4. Foamed Cellular Concrete: Comply with Section 3010, 2.06.
2.06 CASING END SEAL
A. Manufactured: Minimum 1/8 inch thick manufactured synthetic rubber casing end seal with
stainless steel bands and fasteners.
B. PCC: Comply with Section 6010. Do not use PCC casing end seals with flexible carrier
pipes.
3 Revised: 2019 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3020 - Trenchless Construction
PART 3 - EXECUTION
3.01 EXCAVATION
A. Notify the Engineer prior to the start of excavation activities.
B. Remove topsoil to a minimum depth of 12 inches and stockpile.
C. Excavate the minimum size pits necessary to safely and properly perform the work.
1. Protect existing facilities, trees, and shrubs during excavation.
2. Place excavated material away from trench.
3. Grade and shape spoil piles to drain and protect adjacent areas from runoff. Do not allow
spoil piles to obstruct drainage. Stabilize stockpiles with seeding and provide sediment
control around stockpiles.
D. Remove rock, rubbish, debris, and other materials not suitable for use as backfill.
3.02 SHEETING, SHORING, AND BRACING
Comply with Section 3010, 3.03.
3.03 DEWATERING
Comply with Section 3010. 3.04.
3.04 TRENCHLESS INSTALLATION
A. General: Select a method of installation that is appropriate for the soil conditions anticipated
and will 1) allow the pipe to be installed to the desired line and grade within the specified
tolerances; 2) prevent heaving or settlement of the ground surface or damage to nearby
facilities; and 3) prevent damage to the carrier pipe and any lining materials within the carrier
pipe.
1. Installation Methods:
a. Auger Boring: A method that utilizes a rotating cutting head to form the bore hole
and a series of rotating augers inside a casing pipe to remove the spoil.
b. Directional Drilling: A method for installing pipe from a surface -launched drilling rig.
A pilot bore is formed and then enlarged by back reaming and removing the spoil
material. The pipe is then pulled in place.
c. Open-ended Pipe Ramming: A method that involves driving a steel casing pipe
with a percussive hammer. The front end of the casing pipe is open-ended. Spoils
are removed from the pipe.
d. Pipe Jacking: A method in which pipe is pushed into the ground with hydraulic jacks
while soil is simultaneously excavated. Excavation is normally completed with a
tunnel boring machine.
e. Microtunneling: A method of pipe jacking using a remote controlled tunnel boring
machine.
f. Utility Tunneling: A method of forming large diameter tunnels. As excavation takes
place at the front of the tunnel, a liner is constructed to temporarily support the
tunnel. Upon completion of the tunnel, the pipe is pushed in place.
g. Other: Other methods may be allowed with the Engineer's approval.
4 Revised: 2009 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3020 -Trench less Construction
3.04 TRENCHLESS INSTALLATION (Continued)
2. Line and Grade:
a. Install pipe at line and grade that will allow the carrier pipe to be installed at its true
starting elevation and grade within the specified maximum alignment deviation of the
pipe centerline.
b. When no deviation tolerances are specified in the contract documents, apply the
following maximum deviations to the carrier pipe.
1) Gravity Pipe:
a) Horizontally: ± 1.0 foot per 100 feet;
b) Vertically: ± 0.2 feet up to 100 feet; an additional ± 0.1 foot per 100 feet
thereafter. Backfall in pipe is not allowed.
2) Pressurized Pipe:
a) Horizontally: ± 2.0 feet
b) Vertically: ± 1.0 foot. Maintain the minimum depth specified in the contract
documents.
c. Greater deviation or interference with other identified facilities may be cause for
rejection.
3. Deviation from Line and Grade:
a. Provided adequate clearance remains for proper installation of the carrier pipe, the
Contractor will be allowed to correct deviations in grade of a casing pipe in order to
achieve design grade of the carrier pipe by:
• Pouring an invert in the casing pipe, or
• Shimming the carrier pipe with casing spacers to a uniform grade.
b. Installations deviating from the specified tolerances that cannot be adjusted to
conform to the specified tolerances may be rejected by the Engineer. If non-
conforming installation is not rejected, provide all additional fittings, manholes, or
appurtenances needed to accommodate horizontal or vertical misalignment, at no
additional cost to the Jurisdiction.
c. Abandon rejected installation and place special fill materials, at no additional cost to
the Jurisdiction. Replace abandoned installations, including all additional fittings,
manholes, or appurtenances required to replace rejected installations.
B. Casing Pipe or Un-cased Carrier Pipe Installation:
1. Install pipe by approved methods.
2. Use a jacking collar, timbers, and other means as necessary to protect the driven end of
the pipe from damage.
3. Do not exceed the compressive or tensile strength capacity of the pipe during pushing or
pulling operations.
4. Fully support bore hole at all times to prevent collapse. Insert pipe as soil is removed, or
support bore with drilling fluid.
5. Fully weld all casing pipe joints. Use an interlocking connection system when approved
by the Engineer.
6. Fill space between the inside of the bore hole and the outside of the pipe with special fill
material if the space is greater than 1 inch.
C. Carrier Pipe Installation through Casing:
1. Clean dirt and debris from the interior of the casing pipe after installation.
5 Revised: M9 Edition
SUDAS Standard Specifications Division 3 -Trench and Trenchless Construction
Section 3020 - Trenchless Construction
3.04 TRENCHLESS INSTALLATION (Continued)
2. Install casing spacers on carrier pipe sections as necessary to support the pipe barrel
according to the pipe manufacturer's recommendations subject to the following minimum
requirements:
a. Install a spacer within 1 foot of each side of the carrier pipe joint and at a maximum
spacing of 6 feet.
b. Do not allow the pipe to be supported by joint bells.
c. Lubricate casing spacers with drilling mud or flax soap. Do not use petroleum -based
lubricants or oils.
3. Ensure that thrust loads will not damage carrier pipe joints. Provide thrust collars
between joint shoulders of concrete pipe.
4. Provide timbers for sufficient cushioning between the end of the pipe pushed and the
jacking equipment to prevent damage to the pipe. Do not allow the steel jack face to
thrust against the unprotected pipe end.
5. Position jacks so the resulting force is applied evenly to the entire end of the pipe.
6. Assemble pipe joints in the jacking pit before pushing the carrier pipe into the casing.
7. Close the end of the casing pipe around the carrier pipe with a casing end seal.
D. Annular Space Grouting: If specified, fill the annular space between the carrier pipe and
the casing pipe with flowable mortar, foamed cellular concrete, or CLSM according to Section
3010. Batching, mixing, and placing may be started when the temperature is 34°F and rising.
Cease mixing and placing when temperature is 380 F or less and falling.
1. Flowable Mortar and CLSM: Fill voids by staged grouting. Construct bulkheads at
each end of the pipe. Ensure all voids are filled with flowable mortar by providing 2 feet
of head when filling.
2. Foamed Cellular Concrete:
a. Construct bulkheads sufficient to withstand pressure of grouting operation at each
end of the pipe.
b. Use sufficient grouting pressures to ensure all voids between the inner pipe and the
casing pipe have been filled without collapsing or deforming the inner pipe by more
than 5% of the diameter. Multiple grout lifts may be necessary. Follow
manufacturer's recommendations.
c. Check wet density at the beginning of the placement and a minimum of every 2 hours
thereafter. Provide test results to the Engineer.
d. If grout holes are utilized, insert cylindrical wood plugs or other approved plugs until
grout has set. Fill holes with concrete after plugs have been removed.
3.05 PIT RESTORATION
A. Remove installation equipment and unused materials from the launching and receiving pits.
B. When the carrier pipe extends beyond the limits of trenchless installation and into the bore
pit, place bedding and backfill material according to Section 3010, 3.05.
C. Place suitable backfill material in the pit. Apply the testing requirements of Section 3010, 3.06.
D. Restore the site to original condition or better.
6 Revised: 2021 Edition
SUDAS Standard Specifications Division 3 - Trench and Trenchless Construction
Section 3020 - Trenchless Construction
3.06 UTILITY LOCATING SITE RESTORATION
Restore areas removed as a means to locate underground utilities according to Section 7040,
3.01, G for paved areas and Section 9010 for non -paved areas, unless otherwise directed by the
Jurisdiction.
END OF SECTION
7 Revised: 2021 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
PIPE AND FITTINGS
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. Pipe
B. Fittings
C. Special Fittings
D. Pipeline Accessories
1.02 DESCRIPTION OF WORK
Construct water mains and building service pipes.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
Submit product information sheet for joint restraint system to be used.
1.04 SUBSTITUTIONS
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants, as well as the following:
Remove pipe and fittings contaminated with mud and surface water from the site; do not use in
construction unless thoroughly cleaned, inspected, and approved by the Engineer.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants.
1.07 SPECIAL REQUIREMENTS
None.
1.08 MEASUREMENT AND PAYMENT
A. Water Main:
1. Trenched:
a. Measurement: Each type and size of pipe installed in an open trench will be
measured in linear feet along the centerline of the pipe, including the length through
the fittings.
b. Payment: Payment will be made at the unit price per linear foot for each type and
size of pipe.
c. Includes: Unit price includes, but is not limited to, trench excavation; dewatering;
furnishing and installing pipe; furnishing, placing, and compacting bedding and
backfill material; tracer system; testing; disinfection; and polyethylene wrap for ductile
iron pipe and for fittings.
1 Revised: 2020 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittinas
1.08 MEASUREMENT AND PAYMENT (Continued)
2. Trenchless:
a. Measurement: Each type and size of pipe installed by trenchless methods will be
measured in linear feet along the centerline of the pipe.
b. Payment: Payment will be made at the unit price per linear foot for each type and
size of pipe.
c. Includes: Unit price includes, but is not limited to, furnishing and installing pipe;
trenchless installation materials and equipment; pit excavation; dewatering; placing
and compacting backfill material; tracer system; testing; and disinfection.
B. Water Main with Casing Pipe:
Trenched:
a. Measurement: Each type and size of pipe with a casing pipe installed in an open
trench, will be measured in linear feet along the centerline of the casing pipe from
end of casing to end of casing.
b. Payment: Payment will be made at the unit price per linear foot for each type and
size of carrier pipe.
c. Includes: Unit price includes, but is not limited to, furnishing and installing both
carrier pipe and casing pipe; trench excavation; dewatering; furnishing and installing
pipe; furnishing, placing, and compacting bedding and backfill material; casing
spacers; furnishing and installing annular space fill material; tracer system; testing;
and disinfection.
2. Trenchless:
a. Measurement: Each type and size of pipe installed by trenchless methods with a
casing pipe will be measured in linear feet along the centerline of the casing pipe.
b. Payment: Payment will be made at the unit price per linear foot for each type and
size of carrier pipe.
c. Includes: Unit price includes, but is not limited to, furnishing and installing both
carrier pipe and casing pipe; trenchless installation materials and equipment; pit
excavation; dewatering; placing and compacting backfill material; casing spacers;
furnishing and installing annular space fill material; tracer system; testing; and
disinfection.
C. Fittings: One of the following methods will be specified for measurement and payment of
water main fittings.
1. Fittings by Count:
a. Measurement: Each type and size of fitting installed as specified in the contract
documents or as required for proper installation of the water main will be counted.
b. Payment: Payment will be made at the unit price for each type and size of fitting.
c. Includes: Unit price includes, but is not limited to, furnishing and installing fittings,
restrained joints, anchor blocks, and thrust blocks.
2. Fittings by Weight:
a. Measurement: Each type and size of fitting installed as specified in the contract
documents or as required for proper installation of the water main will be counted.
Determine the total weight of fittings counted, in pounds, based on the standard
fitting weights published in AWWA C153 for ductile iron compact fittings.
b. Payment: Payment will be made at the unit price per pound for each type and size
of fitting.
c. Includes: Unit price includes, but is not limited to, furnishing and installing fittings,
restrained joints, anchor blocks, and thrust blocks.
2 Revised: 2026 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
1.08 MEASUREMENT AND PAYMENT (Continued)
D. Water Service Stubs by Each:
1. Measurement: Each type and size of water service stub from the water main to the stop
box will be counted.
2. Payment: Payment will be made at the unit price for each type and size of water service
stub.
3. Includes: Unit price includes, but is not limited to, water service corporation; service
pipe; curb stop; stop box; trench excavation; dewatering; furnishing and installing pipe;
furnishing, placing, and compacting bedding and backfill material; and installation of
tracer wire system for non-metallic service pipe.
E. Water Service Stubs by Length:
1. Water Service Pipe:
a. Measurement: Each type and size of water service pipe will be measured in linear
feet along the centerline of the pipe.
b. Payment: Payment will be made at the unit price per linear foot of each type and
size of water service pipe.
c. Includes: Unit price includes, but is not limited to, trench excavation; dewatering;
furnishing and installing pipe; furnishing, placing, and compacting bedding and
backfill material; and installation of tracer wire system for non-metallic service pipe.
2. Water Service Corporation:
a. Measurement: Each type and size of water service corporation will be counted.
b. Payment: Payment will be made at the unit price for each type and size of water
service corporation.
c. Includes: Unit price includes, but is not limited to, trench excavation (if necessary);
furnishing and installing the water service corporation; and furnishing, placing, and
compacting bedding and backfill material.
3. Water Service Curb Stop and Box:
a. Measurement: Each type and size of water service curb stop and box will be
counted.
b. Payment: Payment will be made at the unit price for each type and size of water
service curb stop and box.
c. Includes: Unit price includes, but is not limited to trench excavation (if necessary);
furnishing and installing the curb stop and box; and furnishing, placing, and
compacting bedding and backfill material.
F. Water Main Abandonment, Cap:
1. Measurement: Each size and location of water main to be abandoned will be counted.
2. Payment: Payment will be made at the unit price for each size and location of water
main abandoned.
3. Includes: Unit price includes, but is not limited to, trench excavation (if necessary);
closing valves; removing valve boxes; installing thrust blocks; cutting pipe; installing. MJ
caps; and furnishing, placing, and compacting backfill material.
3 Revised: 2023 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
1.08 MEASUREMENT AND PAYMENT (Continued)
G. Water Main Abandonment, Fill and Plug:
1. Measurement: Each size and location of water main to be abandoned by filling and
plugging will be measured in linear feet.
2. Payment: Payment will be made at the unit price per linear foot of water main filled and
plugged.
3. Includes: Unit price includes, but is not limited to, trench excavation (if necessary);
closing valves; removing valve boxes; installing thrust blocks; cutting and removing the
specified section of pipe; furnishing and pumping flowable material to fill the pipe to be
abandoned; installing MJ caps; and furnishing, placing, and compacting backfill material.
H. Water Main Removal:
1. Measurement: Each size and location of water main to be removed will be measured in
linear feet from end to end.
2. Payment: Payment will be made at the unit price per linear foot for each pipe removed.
3. Includes: Unit price includes, but is not limited to, trench excavation (if necessary);
closing valves; installing thrust blocks; cutting pipe; installing MJ caps; removal and
disposal of all valves and pipe specified for removal; furnishing, placing, and compacting
backfill material.
4 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
PART 2 - PRODUCTS
2.01 WATER MAIN
A. Polyvinyl Chloride (PVC) Pipe: Comply with AWWA C900 with ductile iron pipe equivalent
outside diameters.
1. Minimum Wall Thickness:
a. 4 inch through 24 inch sizes: DR 18.
b. Sizes over 24 inch: As specified in the contract documents.
2. Joint Type: Use push -on joint type, except as otherwise specified in the contract
documents or as authorized by the Engineer.
a. Push -on: According to AWWA C900.
b. Integral Restrained Joint: AWWA C900 pipe with restraining system manufactured
integrally into pipe end.
c. Mechanical Restrained Joint: Ductile iron mechanical device designed for joint
restraint of AWWA C900 pipe complying with the requirements of ASTM F 1674.
3. Markings on Pipe:
a. Name of manufacturer.
b. Size and class.
c. Spigot insertion depth gauge.
d. National Sanitation Foundation (NSF) seal.
B. Ductile Iron Pipe (DIP):
1. Minimum Thickness Class:
a. 4 inch through 24 inch sizes: Special thickness Class 52 according to AWWA
C151.
b. Sizes over 24 inches: As specified in the contract documents.
2. Cement -mortar Lined: According to AWWA C104 with seal coat.
3. External Coating: Seal coat according to AWWA C151,
4. Joint Type: Use push -on type, unless otherwise specified in the contract documents or
as authorized by the Engineer.
a. Push -on: According to AWWA C111.
b. Mechanical: According to AWWA C111.
c. Restrained, Buried: Pipe manufacturer's standard field removable system.
d. Restrained, in Structures: Restraining gland, flanged or grooved/shouldered.
e. Flanged: According to AWWA C111.
f. Grooved/Shouldered: According to AWWA C606.
g. Gaskets: According to AWWA C111.
Markings on Pipe:
a. Name of manufacturer.
b. Size and class.
c. Spigot insertion depth gauge.
5 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
2.02 BOLTS FOR WATER MAIN AND FITTINGS
Use corrosion resistant bolts.
A. Tee -bolts and Hexagonal Nuts for Mechanical Joints:
1. High -strength, low -alloy steel manufactured according to AWWA C111.
2. Provide ceramic -filled, baked -on, fluorocarbon resin coating for bolts and nuts.
3. Include factory -applied lubricant that produces low coefficient of friction for ease of
installation.
B. Other Bolts and Nuts:
1. Stainless steel.
2. Ductile iron.
3. Zinc, zinc chromate, or cadmium plated.
2.03 FITTINGS
A. For DIP and PVC Pipe: Comply with AWWA C110 (ductile iron or gray iron) or AWWA C153
(ductile iron).
1. Joint Type:
a. For pipe sizes 16 inches and less, use mechanical joint complying with AWWA C111.
b. For pipe sizes greater than 16 inches, use restrained mechanical joint system.
Provide follower gland using breakaway torque bolts to engage thrust restraint.
1) Minimum pressure rating same as connecting pipe. For fittings between
dissimilar pipes, the minimum pressure rating is the lesser of the two pipes.
2) Suitable for buried service.
3) Joint restraint system to be field installable, field removable, and re -installable.
c. Use of alternate restraint systems must be approved by the Engineer.
2. Lined: Cement mortar lined according to AWWA C104 with seal coat or protective fusion
bonded coatings per AWWA C116.
3. Wall Thickness: Comply with AWWA C153.
4. Gaskets: Comply with AWWA C111.
B. Flange Adapter:
1. Body: Ductile iron complying with ASTM A 536.
2. End Rings (Follower Rings): Ductile iron complying with ASTM A 536.
3. Gaskets: New rubber compounded for water service and resistant to permanent set.
4. Bolts and Nuts: High strength, low alloy corrosion resistant steel or carbon steel bolts
complying with ASTM A 307.
6 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittinas
2.03 FITTINGS (Continued)
C. Pipe Coupling:
1. Center Sleeve (Center Ring): Steel pipe or tubing complying with ASTM A 53 or ASTM
A 512, or formed carbon steel with a minimum yield of 30,000 psi.
2. End Ring (Follower Ring): Ductile iron complying with ASTM A 536, or steel meeting or
exceeding the requirements of ASTM A 576, grade 1010-1020.
3. Gaskets: New rubber compounded for water service and resistant to permanent set.
4. Bolts and Nuts: High strength, low alloy corrosion resistant steel.
2.04 CONCRETE THRUST BLOCKS
A. Use Iowa DOT Class C concrete.
B. Comply with the contract documents for dimensions and installation of thrust blocks. Comply
with Figure 5010.101.
C. Use for all pipe sizes 16 inches in diameter or smaller or when specified.
2.05 PIPELINE ACCESSORIES
A. Polyethylene Wrap:
1. Comply with AWWA C105.
2. Provide tubes or sheets with 8 mil minimum thickness.
B. Tracer System: Comply with Figure 5010.102.
1. Tracer Wire:
a. Open Cut:
1) Solid
Single Copper Conductor:
a)
Size: #12 AWG
b)
Insulation Material: Linear low -density polyethylene (LLDPE) insulation
suitable for direct burial applications
c)
Insulation Thickness: 0.030 inches, minimum
d)
Breaking Strength: 150 pounds, minimum
e)
Operating Voltage: Rated for 30 volts
2) Bimetallic Copper Clad Steel Conductor:
a)
Size: #14 AWG
b)
Rating: Direct burial
c)
Operating Voltage: Rated for 30 volts
d)
Conductivity: 21 %
e)
Copper Cladding: 3% of conductor diameter, minimum
f)
Insulation Material: High density, high molecular weight polyethylene
g)
Insulation Thickness: 0.030 inches, minimum
h)
Breaking Strength: 175 pounds, minimum
b. Directional
Drilling/Boring:
1) Bimetallic Copper Clad Steel Conductor:
a)
Size: #12 AWG
b)
Rating: Direct burial
c)
Operating Voltage: Rated for 30 volts
d)
Conductivity: 21 %
Revised: 2026 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittinqs
2.05 PIPELINE ACCESSORIES (Continued)
e) Copper Cladding: 3% of conductor diameter, minimum
f) Insulation Material: High density, high molecular weight polyethylene
g) Insulation Thickness: 0.045 inches, minimum
h) Breaking Strength: 1,100 pounds, minimum
2. Ground Rod: 3/8 inch diameter, 60 inch steel rod uniformly coated with metallically
bonded electrolytic copper.
3. Ground -rod Clamp: High -strength, corrosion -resistant copper alloy.
4. Splice Kit: Inline resin splice kit with split bolt (1 kV and 5 kV) for use with single
conductor and unshielded cable splices in direct bury and submersible applications.
5. Tracer Wire Station: Comply with the contract documents.
2.06 SPECIAL GASKETS
A. For soils contaminated with gasoline, use neoprene or nitrile gaskets.
B. For soils contaminated with volatile organic compounds, use nitrile or fluorocarbon gaskets.
C. For other soil contaminants, contact the Engineer for the required gasket.
2.07 WATER SERVICE PIPE AND APPURTENANCES
A. Controlling Standards: Local plumbing and fire codes.
B. Materials (as allowed by Jurisdiction or specified in contract documents):
1. Copper Pipe:
a. Comply with ASTM B 88.
b. Wall Thickness: Type K.
2. DIP: As specified in Section 5010, 2.01. Polyethylene wrap is required.
3. PVC Pipe: ASTM D 1785, Schedule 80 or ASTM D 2241, SDR 21. Provide solvent weld
joints for all pipes.
4. Brass Pipe: Red, seamless, according to ASTM B 43.
5. Polyethylene Pipe: Class 200, according to AWWA C901.
C. Corporations, Stops, and Stop Boxes: Contact the Jurisdiction for requirements.
2.08 NON -SHRINK GROUT
Comply with Iowa DOT Materials I.M. 491.13.
2.09 CASING PIPE
Comply with Section 3020.
8 Revised: 2026 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
PART 3 - EXECUTION
3.01 PIPE INSTALLATION
A. General:
1. Do not use deformed, defective, gouged, or otherwise damaged pipes or fittings.
2. Keep trench free of water. Clean pipe interior prior to placement in the trench
3. Install pipe with fittings and valves to the lines and grades specified in the contract
documents.
4. Clean joint surfaces thoroughly and apply lubricant approved for use with potable water
and recommended by the manufacturer.
5. Push pipe joint to the indication line on the spigot end of the pipe before making any joint
deflections.
6. Limit joint deflections to one degree less than pipe manufacturer's recommended
maximum limit.
7. Tighten bolts in a joint evenly around the pipe.
8. Install concrete thrust blocks on all fittings 16 inches in diameter or smaller (comply with
Figure 5010.101). For fittings larger than 16 inches, install restrained joints, and when
specified in the contract documents, also install concrete thrust blocks.
9. Keep exposed pipe ends closed with rodent -proof end gates at all times when pipe
installation is not occurring.
10. Close the ends of the installed pipe with watertight plugs during nights and non -working
days.
11. Do not allow any water from the new pipeline to enter the existing distribution system
piping until testing and disinfection are successfully completed.
B. Trenched:
1. Excavate trench and place pipe bedding and backfill material as specified in Section
3010.
2. Provide uniform bearing along the full length of the pipe barrel. Provide bell holes.
C. Trenchless: Comply with Section 3020.
3.02 ADDITIONAL REQUIREMENTS FOR DIP INSTALLATION
A. Utilize full-length gauged pipe for field cuts. Alternatively, use a MJ gland or other approved
method to field -gauge pipe selected for cutting to verify the outside diameter is within
allowable tolerances.
B. Cut the pipe perpendicular to the pipe barrel. Do not damage the cement lining. Bevel cut,
file, or grind the ends for push -on joints according to the manufacturer's recommendations.
C. Encase all pipe, valves, and fittings with polyethylene wrap according to Section 5010, 3.05.
D. Install pipe according to AWWA C600, except as modified herein.
Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
3.03 ADDITIONAL REQUIREMENTS FOR PVC PIPE INSTALLATION
A. Cut the pipe perpendicular to the pipe barrel. Deburr and bevel cut spigot end of the pipe
barrel to match factory bevel. Re -mark the insertion line.
B. When connecting to shallow -depth bells, such as on some cast iron fittings or valves, cut the
spigot end square to remove factory bevel. Deburr the end and form a partial bevel on the
end.
C. Install pipe according to AWWA C605, except as modified herein.
3.04 POLYETHYLENE ENCASEMENT INSTALLATION
A. Apply polyethylene encasement to buried ductile iron pipe and to buried fittings, fire hydrants,
and appurtenances. The polyethylene encasement is used to prevent contact between the
pipe and the bedding material, but need not be airtight or watertight.
B. Install polyethylene encasement according to AWWA C105, using tubes or flat sheets, and
pipe manufacturer's recommendations.
C. Do not expose the polyethylene encasement to sunlight for long periods before installation.
D. Remove all lumps of clay, mud, cinders, etc. on the pipe surface before encasing the pipe.
Take care to prevent soil or bedding material from becoming trapped between the pipe and
polyethylene.
E. Lift polyethylene -encased pipe with a fabric -type sling or padded cable.
F. Secure and repair encasement material using polyethylene tape, or replace as necessary.
3.05 TRACER SYSTEM INSTALLATION
A. Install with all buried water main piping. Comply with Figure 5010.102 for tracer wire
installation.
B. Begin and terminate the system at all connections to existing mains.
C. Install wire continuously along the lower quadrant of the pipe. Do not install wire along the
bottom of the pipe. Attach wire to the pipe at the midpoint of each pipe length; use 2 inch
wide, 10 mil thickness polyethylene pressure sensitive tape.
D. Install splices only as authorized by the Engineer. Allow the Engineer to inspect all below -
grade splices of tracer wire prior to placing the backfill material.
E. Install ground rods adjacent to connections to existing piping and at locations specified in the
contract documents or as directed by the Engineer.
F. Bring two wires to the surface at each fire hydrant location and terminate with a tracer wire
station (comply with Figure 5010.102).
G. Final inspection of the tracer system will be conducted at the completion of the project and
prior to acceptance by the owner. Verify the electrical continuity of the system. Repair
discontinuities.
10 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
3.06 CONFLICTS
A. Horizontal Separation of Gravity Sewers from Water Mains:
Sanitary and Combined Sewers:
a. Separate gravity sanitary and combined sewer mains from water mains by a
horizontal distance of at least 10 feet unless:
1) The top of a sewer main is at least 18 inches below the bottom of the water main,
and
2) The sewer is placed in a separate trench or in the same trench on a bench of
undisturbed earth at a minimum horizontal separation of 3 feet from the water
main.
b. Maintain the maximum feasible separation distance in all cases. When it is
impossible to obtain the required horizontal clearance of 3 feet and a vertical
clearance of 18 inches between sewers and water mains, provide a linear separation
of at least 2 feet and one of the following:
1) Construct sanitary and combined sewers of water main materials meeting the
requirements of Section 5010, 2.01.
2) Enclose the water main in a watertight casing pipe with an evenly spaced annular
gap and watertight end seals.
2. Storm Sewers: Separate storm sewers and water mains by at least 10 feet measured
edge -to -edge unless it is impossible to do so. When impossible to maintain a 10 feet
horizontal separation, maintain a minimum separation of 3 feet and utilize one of the
following within 10 feet measured edge -to -edge:
a. Construct the water main of ductile iron pipe with gaskets impermeable to
hydrocarbons.
b. Enclose the water main in a watertight casing pipe with evenly spaced annular gap
and watertight end seals.
c. Construct storm sewer pipe of water main materials.
d. Construct storm sewers of reinforced concrete pipe with gaskets manufactured
according to ASTM C 443.
B. Horizontal Separation of Water. Mains from Sanitary and Combined Sewer Manholes:
Ensure water pipes do not pass through or come in contact with any part of a sanitary or
combined sewer manhole. Maintain a minimum horizontal separation of 3 feet.
C. Horizontal Separation of Sewer Force Mains from Water Mains: Separate sewer force
mains and water mains by a horizontal distance of at least 10 feet unless:
1. The force main is constructed of water main materials meeting a minimum pressure
rating of 150 psi and the requirements of Section 5010, 2.01 and
2. The sewer force main is laid at least 4 linear feet from the water main.
D. Vertical Separation of Sewers and Water Main Crossovers:
1. Sanitary and Combined Sewers:
a. Vertically separate sanitary and combined sewers crossing under water mains by at
least 18 inches when measured from the top of the sewer to the bottom of the water
main. If physical conditions prohibit the separation, do not place the sewer closer
than 6 inches below a water main or 18 inches above a water main. Maintain the
maximum feasible separation distance in all cases. Ensure the sewer and water
pipes are adequately supported and have watertight joints. Use a low permeability
soil for backfill material within 10 feet of the point of crossing.
11 Revised: 2023 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
3.06 CONFLICTS (Continued)
Where the sanitary sewer crosses over or less than 18 inches below a water main,
utilize one of the following within 10 feet measured edge -to -edge horizontally,
centered on the crossing:
1) Construct sanitary and combined sewers of water main material meeting the
requirements of Section 5010, 2.01.
2) Enclose the water main in a watertight casing pipe with an evenly spaced annular
gap and watertight end seals.
2. Storm Sewers:
a. Vertically separate storm sewers from water mains by at least 18 inches measured
between the outside edges of the water main and the storm sewer. Maintain the
maximum feasible separation distance in all cases. Ensure the sewer and water
pipes are adequately supported. Use a low permeability soil for backfill material
within 10 feet of the point of crossing.
b. When impossible to maintain an 18 inch vertical separation when the water main
crosses over the storm sewer, maintain a minimum vertical separation of 6 inches
and utilize one of the following within 10 feet measured edge -to -edge centered on the
crossing:
1) Construct the water main of ductile iron pipe with gaskets impermeable to
hydrocarbons.
2) Enclose the water main in a watertight casing pipe with evenly spaced annular
gap and watertight end seals.
3) Construct storm sewer pipe of water main materials.
4) Construct storm sewers of reinforced concrete pipe with gaskets manufactured
according to ASTM C 443.
E. Surface Water Crossings: Comply with the Recommended Standards for Water Works,
2012 Edition.
1. Above -water Crossings: Ensure the pipe is adequately supported and anchored;
protected from vandalism, damage, and freezing; and accessible for repair or
replacement.
2. Underwater Crossings: Provide a minimum cover of 5 feet over the pipe unless
otherwise specified in the contract documents. When crossing water courses that are
greater than 15 feet in width, provide the following.
a. pipe with flexible, restrained, or welded watertight joints,
b. valves at both ends of water crossings so the section can be isolated for testing or
repair; ensure the valves are easily accessible and not subject to flooding, and
c. permanent taps or other provisions to allow insertion of a small meter to determine
leakage and obtain water samples on each side of the valve closest to the supply
source.
3.07 TRANSITIONS IN PIPING SYSTEMS
Where the specified material of a piping system entering or exiting a structure changes, make the
change at the outside of the structure wall, beyond any wall pipe or wall fitting required, unless
otherwise specified.
12 Revised: 2025 Edition
SUDAS Standard Specifications Division 5 - Wafter Mains and Appurtenances
Section 5010 - Pipe and Fittings
3.08 STRUCTURE PENETRATIONS
A. Wall Pipes:
1. Install where pipes penetrate and terminate at a wall or floor surface of a concrete
structure, or where the pipe protrudes through the concrete wall or floor and the
protrusion is otherwise unsupported.
2. Provide a waterstop flange near the center of the embedment length. The waterstop is to
be cast integrally with the wall pipe, or fully welded to it around the pipe circumference.
B. Wall Sleeves:
1. Install where a pipe passes through a structure wall.
2. Sleeves in concrete walls are to be supplied with a waterstop collar, fully welded, and
cast -in -place in the concrete.
3.09 WATER SERVICE STUB
A. Install water service pipe, corporations, stops, and stop boxes according to local Jurisdiction
requirements.
B. Install 1 inch and smaller corporation valves tapped at 45 degrees above horizontal at a
minimum distance of 18 inches from pipe bell or other corporation. Install 1 1/2 inch and 2
inch corporation valves tapped horizontal a minimum distance of 24 inches from pipe bell or
other corporation.
C. Construct trench and place backfill material according to Section 3010.
3.10 WATER MAIN ABANDONMENT
Verify with the Engineer that all services are no longer using the main to be abandoned.
A. For Each Pipe to be Abandoned by Capping:
1. Close valves and remove valve boxes as specified in the contract documents.
2. Construct thrust blocks on each end of the active pipes according to Figure 5010.101.
3. Cut pipe to be abandoned a minimum of 5 feet from the closed valve on each end of the
active pipes, leaving a minimum of 12 inches of pipe exposed beyond the thrust block.
4. Remove a minimum of 3 feet of the pipe to be abandoned.
5. Install a MJ cap using a retaining gland according to Figure 5010.101 on the end of each
pipe to be abandoned and each active pipe.
B. For Each Pipe to be Abandoned by Filling:
1. Close valves and remove valve boxes as specified in the contract documents.
2. Construct thrust blocks on each end of the active pipes according to Figure 5010.101.
3. Cut pipe to be abandoned a minimum of 5 feet from the closed valve on each end of the
active pipes, leaving a minimum of 12 inches of pipe exposed beyond the thrust block.
13 Revised: 2025 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5010 - Pipe and Fittings
3.10 WATER MAIN ABANDONMENT (Continued)
4. Remove a minimum of 3 feet of the pipe to be abandoned.
5. Install a MJ cap using a retaining gland according to Figure 5010.101 on each pipe to be
abandoned and each active pipe.
6. Fill the pipe to be abandoned by pumping with flowable mortar, foamed cellular concrete,
or CLSM complying with Section 3010.
3.11 WATER MAIN REMOVAL
Verify with the Engineer that all services are no longer using the main and have been
disconnected from the main to be removed.
A. Close valves as specified in the contract documents.
B. Construct thrust block on each end of the active pipes according to Figure 501:0.101.
C. Cut pipe to be removed a minimum of 5 feet from the closed valve on each end of the active
pipes leaving a minimum of 12 inches of pipe exposed beyond the thrust block.
D. Install a MJ cap using a retaining gland according to Figure 5010.101 at the end of each
active pipe.
E. Remove and dispose of water main pipe. Furnish, place, and compact backfill material.
3.12 TESTING AND DISINFECTION
Test and disinfect according to Section 5030.
END OF SECTION
14 Revised: 2025 Edition
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SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 - Valves, Fire Hydrants, and Appurtenances
VALVES, FIRE HYDRANTS, AND APPURTENANCES
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. Butterfly Valves
B. Gate Valves
C. Tapping Valve Assemblies
D. Fire Hydrant Assemblies
E. Flushing Devices (Blowoffs)
F. Valve Boxes
1.02 DESCRIPTION OF WORK
Install valves, fire hydrants, and appurtenances for water mains.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants.
1.04 SUBSTITUTIONS
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants, as well as the following:
Remove valves, fire hydrants, and appurtenances contaminated with mud and surface water from
the site. Do not use in construction unless thoroughly cleaned, inspected, and approved by the
owner.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants.
1.07 SPECIAL REQUIREMENTS
None.
1.08 MEASUREMENT AND PAYMENT
A. Valve (Butterfly or Gate):
1. Measurement: Each type and size of valve will be counted.
2. Payment: Payment will be at the unit price for each type and size of valve.
3. Includes: Unit price includes, but is not limited to, all components attached to the valve
or required for its complete installation, including underground or above ground operator,
square valve operating nut, valve box and cover, valve box extension, and valve stem
extension.
1 Revised: 2015 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 -Valves, Fire Hydrants, and Appurtenances
1.08 MEASUREMENT AND PAYMENT (Continued)
B. Tapping Valve Assembly:
1. Measurement: Each size of tapping valve assembly will be counted.
2. Payment: Payment will be at the unit price for each tapping valve assembly.
3. Includes: Unit price includes, but is not limited to, tapping sleeve, tapping valve, the tap,
valve box and cover, valve box extension, and valve stem extension.
C. Fire Hydrant Assembly:
1. Measurement: Each fire hydrant assembly will be counted.
2. Payment: Payment will be at the unit price for each fire hydrant assembly.
3. Includes: Unit price includes, but is not limited to, the fire hydrant, barrel extensions
sufficient to achieve proper bury depth of anchoring pipe and height of fire hydrant above
finished grade, and components to connect the fire hydrant to the water main, including
anchoring pipe, fittings, thrust blocks, pea gravel or porous backfill material, and fire
hydrant gate valve and appurtenances, except tapping valve assembly if used.
D. Alternate Fire Hydrant Assembly:
1. Measurement: Each alternate fire hydrant assembly will be counted.
2. Payment: Payment will be at the unit price for each alternate fire hydrant assembly.
3. Includes: Unit price includes, but is not limited to, the fire hydrant, barrel extensions
sufficient to achieve proper bury depth of anchoring pipe and height of fire hydrant above
finished grade, and components to connect the fire hydrant to the water main, including
anchoring pipes, 90 degree bend; fittings, thrust blocks, pea gravel or porous backfill
material, and fire hydrant gate valve and appurtenances, except tapping valve assembly
if used.
E. Flushing Device (Blowoff):
1. Measurement: Each size of flushing device will be counted.
2. Payment: Payment will be at the unit price for each flushing device
3. Includes: Unit price includes, but is not limited to, trench excavation; furnishing,
installing, and removing the flushing device (if designated by the Engineer); and
furnishing, placing, and compacting bedding and backfill material.
F. Valve Box Adjustment, Minor: Measurement and payment for minor adjustment of an
existing valve box by raising or lowering the adjustable valve box is incidental.
G. Valve Box Extension:
1. Measurement: Each existing valve box adjusted to finished grade by adding a valve box
extension will be counted.
2. Payment: Payment will be at the unit price for each valve box extension.
3. Includes: Unit price includes, but is not limited to, furnishing and installing the valve box
extension and replacing the valve box lid.
Revised: 2023 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 - Valves, Fire Hydrants, and Appurtenances
1.08 MEASUREMENT AND PAYMENT (Continued)
H. Valve Box Replacement:
1. Measurement: Each existing valve box replaced with a new valve box will be counted.
2. Payment: Payment will be at the unit price for each valve box replacement.
3. Includes: The unit price for each valve box replacement includes, but is not limited to,
removal of existing valve box; excavation; furnishing and installing new valve box;
backfill; compaction; and all other necessary appurtenances.
I. Fire Hydrant Adjustment:
1. Measurement: Each existing fire hydrant adjusted to finished grade by addition of an
extension barrel section and stem will be counted.
2. Payment: Payment will be at the unit price for each adjustment of an existing fire
hydrant.
3. Includes: The unit price for each adjustment of an existing fire hydrant includes, but is
not limited to, removal and reinstallation of the existing fire hydrant; furnishing and
installing the extension barrel section and stem; and all other necessary appurtenances.
J. Fire Hydrant Assembly Removal:
1. Measurement: Each fire hydrant assembly removed will be counted.
2. Payment: Payment will be made at the unit price for each fire hydrant assembly
removed.
3. Includes: The unit price includes, but is not limited to, excavation, removal of the fire
hydrant, hydrant valve, thrust block, delivery of the fire hydrant assembly to the
Contracting Authority (if specified), capping of the pipe, backfill, compaction, and surface
restoration to match the surrounding area.
K. Valve Removal:
1. Measurement: Each size of valve removed will be counted
2. Payment: Payment will be made at the unit price for each size of valve removed.
3. Includes: The unit price includes, but is not limited to, excavation, removal of each
valve, replacing the removed valve with pipe and connections if required or capping the
former valve connection, delivery of the valve to the Contracting Authority (if specified),
backfill, compaction, and surface restoration to match the surrounding area.
L. Valve Box Removal:
1. Measurement: Each valve box removed will be counted
2. Payment: Payment will be made at the unit price for valve box removed.
3. Includes: The unit price includes, but is not limited to, excavation, removal of each valve
box, delivery of the valve box to the Contracting Authority (if specified), backfill,
compaction, and surface restoration to match the surrounding area.
Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 - Valves, Fire Hydrants, and Appurtenances
PART 2 - PRODUCTS
2.01 VALVES
A. General:
1. Valve Body: Manufacturer's name and pressure rating cast on valve body.
2. Direction of Opening: The opening direction is counterclockwise as viewed from the
top, unless otherwise specified in the contract documents or as directed by the
Jurisdiction.
3. Joints:
a. For buried installations, use mechanical joints per AWWA C111. Comply with
Section 5010 forjoint nuts and bolts.
b. For installation within structures, flanged with dimensions and drillings according to
AWWA C110 or ANSI B16.1 class 125.
B. Gate Valves:
1. Standards: Comply with AWWA C509 (gray iron or ductile iron) or AWWA C515 (ductile
iron) and NSF 61.
2. Stem Seals: Double 0-rings permanently lubricated between seals. Lubricant certified
for use in potable water.
3. External Bolts and Hex Nuts: Stainless steel according to ASTM A 240, Type 304.
C. Butterfly Valves:
1. Standards: Comply with AWWA C504 class 150B (gray iron or ductile iron) and NSF 61.
2. Stem: Stainless steel according to ASTM A 240, Type 304, turned, ground, and
polished.
3. For Seat on Body Valves:
a. Disc: Ductile iron or gray iron with plasma applied nickel -chromium edge or stainless
steel edge according to ASTM A 240, Type 316, and mechanically fixed stainless
steel pins.
b. Seat. Synthetic rubber compound mechanically retained to the body.
4. For Seat on Disc Valves:
a. Disc: Ductile iron according to ASTM A 536 with synthetic rubber compound seat
mechanically retained to the disc.
b. Seat: Continuous Type 316 stainless steel seat.
5. External Bolts and Hex Nuts: Stainless steel according to ASTM A 240, Type 304.
D. Tapping Valve Assemblies:
1. Tapping Valve: Gate valve complying with AWWA C509 or AWWA C515.
2. Sleeve:
a. Minimum 14 gauge.
b. Stainless steel according to ASTM A 240, Type 304.
c. Working pressure 150 psi.
d. Must fully surround pipe.
e. Flanged with dimensions and drillings according to AWWA C110 or ANSI B16.1 class
125.
4 Revised: 2011 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 - Valves, Fire Hydrants, and Appurtenances
2.01 VALVES (Continued)
3. Minimum Sleeve Length: Comply with the following table.
Table 5020.01: Minimum Sleeve Length
Outlet Flange Size
Minimum Sleeve Length
4"
151,
6"
151,
8"
20"
101,
25"
12"
25"
Over 12"
As approved by the Engineer
4. Gasket:
a. To completely surround pipe.
b. Minimum thickness 0.125 inch.
c. Use nitrile rubber.
5. Outlet Flange:
a. Stainless steel complying with ASTM A 240, Type 304.
b. ANSI 1316.1, 125 pound pattern.
6. Hex Nuts and Bolts: Stainless steel complying with ASTM A 240, Type 304.
7. Tapping Valve Assemblies: Use only where specified in the contract documents.
2.02 FIRE HYDRANT ASSEMBLY
A. Material: Comply with AWWA C502.
B. Manufacturers: As allowed by the Jurisdiction or as specified in the contract documents.
C. Features:
1. Breakaway Items: Stem coupling and flange.
2. Inlet Nominal Size: 6 inch diameter.
3. Inlet Connection Type: Mechanical joint.
4. Hose Nozzles: Two, each 2 1/2 inches in diameter.
5. Direction of Opening: Counterclockwise, unless otherwise specified.
6. Items to be Specified: The following items will be specified by the Jurisdiction or in the
contract documents.
a. Operating nut.
b. Pumper nozzle.
c. Nozzle threads.
d. Main valve nominal opening size.
D. Painting:
1. Shop coating according to AWWA C502.
2. Above grade exterior coating type and color will be selected by the Engineer.
E. External Bolts and Hex Nuts: Stainless steel according to ASTM A 193, Grade B 8.
F. Gate Valve: Comply with Section 5020, 2.01.
G. Pipe and Fittings: Comply with Section 5010.
5 Revised: 2009 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 - Valves, Fire Hydrants, and Appurtenances
2.03 APPURTENANCES
A. Flushing Device (Blowoff): As specified in the contract documents.
B. Valve Box:
1. Applicability: For all buried valves.
2. Manufacturer: As allowed by the Jurisdiction or specified in the contract documents.
3. Type:
a. In paved areas, use a slide type.
b. In all other areas, use a screw extension type.
4. Material: Gray iron.
5. Cover: Gray iron, labeled "WATER"
6. Wall Thickness: 3/16 inch, minimum.
7. Inside Diameter: 5 inches, minimum.
8. Length: Adequate to bring top to finished grade, including valve box extensions, if
necessary.
9. Factory Finish: Asphalt coating.
10. Valve Box Centering Ring: Include in installation.
C. Valve Stem Extension: For all buried valves, provide as necessary to raise 2 inch operating
nut to within 3 feet of the finished grade. Stem diameter according to valve manufacturer's
recommendations, but not less than 1 inch.
6 Revised: 2009 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 - Valves, Fire Hydrants, and Appurtenances
PART 3 - EXECUTION
3.01 GENERAL
A. Install according to the contract documents.
B. Apply polyethylene wrap to all iron pipe, valves, fire hydrants, and fittings.
C. Set tops of valve boxes to finished grade, unless otherwise directed by the Engineer.
D. Check the working order of all valves by opening and closing through entire range. Before
opening the valves, check with the Jurisdiction on operating requirements.
E. Test and disinfect all valves, fire hydrants, and appurtenances as components of the
completed water main according to Section 5030.
3.02 FLUSHING DEVICE (BLOWOFF)
Install and construct as specified in the contract documents.
3.03 FIRE HYDRANT
A. Install according to Figure 5020.201. Ensure a 3 foot clear space around the circumference
of the fire hydrant. Place anchor tee and hydrant in the locations specified in the contract
documents.
B. If the fire hydrant valve is positioned adjacent to the water main, attach it to an anchor tee.
C. If the fire hydrant valve is positioned away from the water main, restrain all joints between the
valve and water main.
D. Fire Hydrant Depth Setting:
1. Use adjacent finished grade to determine setting depth.
2. Set bottom of breakaway flange between 2 and 5 inches above finished grade.
3. If finished grade is not to be completed during the current project, consult with the
Engineer for proper setting depth.
E. Coordinate installation with tracer wire installation.
F. Orient fire hydrant nozzles parallel with or at right angles to the curb, with the pumper nozzle
facing the curb. Set hydrants having two hose nozzles 90 degrees apart with each nozzle
facing the curb at an angle of 45 degrees or as directed by the Engineer.
3.04 ADJUSTMENT OF EXISTING VALVE BOX OR FIRE HYDRANT
A. Minor Valve Box Adjustment: For existing adjustable boxes that have sufficient adjustment
range to bring to finished grade, raise or lower valve box to finished grade.
B. Valve Box Extension: For existing valve boxes that cannot be adjusted to finished grade,
install valve box extensions as required.
C. Valve Box Replacement: For existing valve boxes that cannot be adjusted to finished
grade, remove and replace the valve box.
7 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5020 -Valves, Fire Hydrants, and Appurtenances
3.04 ADJUSTMENT OF EXISTING VALVE BOX OR FIRE HYDRANT (Continued)
D. Fire Hydrant Adjustment:
1. Add extension barrel sections and stems as necessary to set existing fire hydrant at
finished grade.
2. Paint exterior of new barrel section to match existing fire hydrant unless otherwise
specified.
END OF SECTION
Revised: 2009 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5030 - Testing and Disinfection
TESTING AND DISINFECTION
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. Pressure and Leak Testing of Water System
B. Disinfection of Potable Water Systems
1.02 DESCRIPTION OF WORK
Test and disinfect water mains, valves, fire hydrants, and appurtenances.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants.
1.04 SUBSTITUTIONS
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Notify the Engineer two working days in advance of testing or disinfection operations to
coordinate the operations.
B. The Engineer or his/her representative is required to be in attendance during testing or
disinfection.
1.07 SPECIAL REQUIREMENTS
None.
1.08 MEASUREMENT AND PAYMENT
Testing and disinfection of water systems is incidental to the construction of pipe and fittings.
1 Revised: 2015 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5030 - Testing and Disinfection
PART 2 - PRODUCTS
2.01 DISINFECTION AGENT - CHLORINE
A. Liquid Chlorine complying with AWWA B300 and AWWA B301.
B. Sodium 1-lypochlorite complying with AWWA B300.
C. Calcium Hypochlorite complying with AWWA B300.
D. All disinfecting agents to be NSF 60 certified. Supply and store in the original container.
2 Revised: 2009 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5030 - Testin and Disinfection
PART 3 - EXECUTION
3.01 GENERAL
Perform operations according to AWWA C651 in the sequence below. Successfully complete
each operation specified in subsections 3.02 through 3.08 below before continuing to the next
operation. The Jurisdiction will provide reasonable quantities of water for flushing and testing.
3.02 SEQUENCE OF TESTING AND DISINFECTION
A. Continuous -Feed or Slug Method (After Water Main Installation): The sequence of
testing and disinfection may be modified with approval of the Engineer.
1. Perform initial flush.
2. Perform disinfection.
3. Flush after disinfection.
4. Perform pressure and leak testing.
E. Tablet Method (Concurrent with Water Main Installation): Use this method only if
approved by the Engineer. Modify the procedure for flushing, disinfection, and pressure and
leak testing as needed if tablet method is used.
1. Perform disinfection.
2. Flush after disinfection.
3. Perform pressure and leak testing.
3.03 INITIAL FLUSHING
A. Flushing:
1. Coordinate flushing with the Jurisdiction.
2. Flush pipe prior to disinfection using potable water.
3. Measure flushing velocity.
4. Obtain a minimum flushing velocity of 3 feet per second in the pipe to be disinfected.
E. Minimum Flushing Rate: According to AWWA C651, Table 3, based on 40 psi residual
pressure (see table below).
Table 5030.01: Minimum Flushing Rate
Pipe Diameter
(inches)
Flow Rate for Flushing
(gpm)
Number of Taps2
Number of 2 1/2" Fire
Hydrant Outlets'
1"
1 1/27'
2"
4
120
1
-
-
1
6
260
-
1
-
1
8
470
-
2
-
1
10
730
-
3
2
1
12
1,060
-
-
3
2
16
1,880
-
-
5
2
•vvun a '+v psi pieZJsuie in uie main wnn uie nre nyararn rowing to atmospnere, a z uz incn nre nyarant outlet will
discharge approximately 1,000 gpm; and a 4 1/2 inch fire hydrant outlet will discharge approximately 2,500 gpm.
2Number of taps on pipe based on discharge through 5 feet of galvanized iron pipe with one 90' elbow.
3 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5030 - Testing and Disinfection
3.03 INITIAL FLUSHING (Continued)
C. Property Protection: Protect public and private property from damage during flushing
operations.
3.04 PRESSURE AND LEAK TESTING
A. Remove debris from within the pipe. Clean and swab out pipe, if required.
B. Secure unrestrained pipe ends against uncontrolled movement.
C. Isolate new, piping from the existing water system.
D. Fill and flush all new piping with potable water. Ensure all trapped air is removed.
E. Pressurize the new pipe to the test pressure at the highest point in the isolated system. Do
not pressurize to more than 5 psi over the test pressure at the highest point in the isolated
system.
F. Test and monitor the completed piping system at 1.5 times the system working pressure or
150 psi, whichever is greater, for 2 continuous hours.
G. If at any time during the test the pressure drops to 5 psi below the test pressure, repressurize
the pipe by pumping in potable water in sufficient quantity to bring the pressure back to the
original test pressure.
H. Accurately measure the amount of water required to repressurize the system to the test
pressure.
I. Maximum allowable leakage rate:
L=SDPo.5
148,000
Where:
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal pipe diameter, in inches
P = average test pressure, in pounds per square inch
The following table assumes an average test pressure (P) of 150 psi and 1,000 feet of test
section.
Table 5030.03: Maximum Allowable Leakage Rate
Pipe Diameter
(inches)
Allowable Leakage Rate
gallons/hour/1,000 feet of pipe
4
0.33
6
0.50
8
0.66
10
0.83
12
0.99
14
1.16
16
1.32
18
1.49
20
1.66
24
1.99
30
2.48
36
2.98
4 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5030 - Testing and Disinfection
3.04 PRESSURE AND LEAK TESTING (Continued)
J. If the average measured leakage per hour exceeds the maximum allowable leakage rate,
repair and retest the water main.
K. If the measured pressure loss does not exceed 5 psi, the test will be considered acceptable.
L. Repair all visible leaks regardless of the amount of leakage.
3.05 DISINFECTION
A. General:
1. Disinfect according to AWWA C651. The tablet method contained in AWWA C651 is not
to be used unless approved by the Engineer.
2. Keep piping to be chlorinated isolated from lines in service and from points of use.
3. Coordinate disinfection and testing with the Engineer.
B. Procedure:
1. Induce a flow of potable water through the pipe.
2. Introduce highly chlorinated water to the pipe at a point within 5 pipe diameters of the
pipe's connection to an existing potable system, or within 5 pipe diameters of a closed
end, if there is no connection to an existing system.
3. Introduce water containing a minimum of 25 mg/L free chlorine until the entire new pipe
contains a minimum of 25 mg/L free chlorine.
4. Retain chlorinated water in the pipe for at least 24 hours and no more than 48 hours.
3.06 FINAL FLUSHING
A. Flush pipe using potable water until chlorine residual equals that of the existing potable water
system.
B. Dispose of chlorinated water to prevent damage to the environment. Dechlorinate highly
chlorinated water from testing before releasing into the ground or sewers. Obtain Jurisdiction
approval prior to flushing activities.
1. Check with the local sewer department for the conditions of disposal to the sanitary
sewer.
2. Chlorine residual of water being disposed will be neutralized by treating with one of the
chemicals listed in the following table.
5 Revised: 2022 Edition
SUDAS Standard Specifications Division 5 - Water Mains and Appurtenances
Section 5030 - Testing and Disinfection
3.06 FINAL FLUSHING (Continued)
Table 5030.02: Amounts of Chemicals Required to Neutralize Various Residual Chlorine
Concentrations in 100,000 Gallons of Water
Residual
Chlorine
Concentration
mg/L
Sulfur
Dioxide
(S02)
lb
Sodium
Bisulfite
(NaHS03)
Ib
Sodium
Sulfite
(Na2SO3)
lb
Sodium
Thiosulfate
(Na2S203 + 5H2O)
lb
Ascorbic
Acid
(C6081-116)
lb
1
0.8
1.2
1.4
1.2
2.1
2
1.7
2.5
2.9
2.4
4.2
10
8.3
12.5
14.6
12.0
20.9
50
41.7
62.6
73.0
60.0
104
3.07 BACTERIA SAMPLING
Test water mains according to AWWA C651, except as modified below:
A. Collect samples every 1,200 feet of new water main plus one set from the end of the line and
at least one from each branch greater than one pipe length. If trench water entered the new
main during construction, or if excessive quantities of dirt and debris entered the main,
reduce the sampling interval to every 200 feet of new main.
B. Collect samples according to one of the following methods as directed by the Engineer:
1. Collect an initial set of samples after flushing and then an additional set after a minimum
of 24 hours without any water use. The engineer may reduce the sampling interval to 16
hours.
2. Allow water to sit in the new main for a minimum of 16 hours after flushing without any
water use. Collect an initial set of samples and allow the sampling ports to run for a
minimum of 15 minutes. Collect a second set of samples from the sampling ports.
3.08 RE -DISINFECTION
If the initial disinfection fails to produce satisfactory bacteriological samples, flush the main again
and reinitiate the sampling process. If check samples show the presence of coliform organisms,
re -chlorinate the main prior to flushing and sampling until satisfactory results are obtained.
3.09 PUTTING WATER MAIN IN SERVICE
Put the completed water system in service only after both sets of bacterial samples have passed
and obtaining permission from the Jurisdiction.
END OF SECTION
6 Revised: 2022 Edition
SUDAS Standard Specifications
ASPHALT PAVEMENT
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. Asphalt Pavement
B. Base Widening
1.02 DESCRIPTION OF WORK
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
A. Includes the requirements for the construction of asphalt surface, intermediate, and base
courses placed upon a prepared subgrade, subbase, base, or pavement and asphalt base
widening.
B. Comply with Iowa DOT Section 2303 for construction of asphalt pavement and base
widening, except as modified herein.
1. Provide Quality Management - Asphalt (QM -A) for bid items with asphalt quantities
exceeding 1,000 tons. Provide quality control for bid items with asphalt quantities of
1,000 tons or less according to Section 7020, 3.06.
2. Refer to Table 7020.01 for gyratory mixture design criteria.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Prepare and submit the job mix formula to the Engineer for approval prior to asphalt
production.
B. Provide quality control test results.
C. Submit all pavement smoothness testing and certifications according to Section 7020, 3.05.
D. Upon request, provide material certifications to the Engineer.
E. Submit asphalt certifications for all bid items with asphalt quantities of 1,000 tons or less,
according to Section 7020, 3.06.
F. Weight receipts should include mix size and type and/or correlate to the bid item.
1 Revised: 2026 Edition
SUDAS Standard Specifications
1.04 SUBSTITUTIONS
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
Comply with Division 1 - General Provisions and Covenants, as well as the following:
Table 7020.01: Mixture Design Criteria
(derived from Iowa DOT Materials I.M. 510)
Gyratory
Density
Aggregate
Layer
Film
Design
Quality
Crush
FAA
Sand
Mix
Designation
Thickness
Na°s
�° Gmm
Type
(min)
(min)
Equivalent
target
(min)
LTA
0 3 M 1311
1IMS
A
75 1
96'0
40
ST
1 M
50
8.0 - 15.0
40
A'
60'
1 M B
97.0
---
�8
'HT
OMI.75
ham:
0 15 0
For mix design levels exceeding 10M ESALs, see Iowa DOT Materials I.M. 510.
Requirements differing from Iowa DOT Materials I.M. 510; for base mixes, aggregate quality improved from B to A and percent
crushed aggregate increased by 15%.
Flat & Elongated 10% maximum at a 5:1 ratio
1.05 DELIVERY, STORAGE, HANDLING, AND SALVAGING
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Aggregate Storage: Prevent contamination and intermingling per Iowa DOT Section 2303.
B. Salvaged or Reclaimed Materials: Classification of RAP will be as determined by the Iowa
DOT. If RAP stockpile classification has not been determined by the Iowa DOT, the
Contractor is responsible for obtaining the classification from an outside testing firm using the
same tests as the Iowa DOT.
C. Disposal: Dispose of excess asphalt according to applicable local, state, and federal
regulations in a manner that does not cause damage or harm to adjacent properties or public
facilities.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
Complete elements of the work that can affect line and grade in advance of other open cut
construction unless noted on plans.
1.07 SPECIAL REQUIREMENTS
None.
2 Revised: 2023 Edition
SUDAS Standard Specifications
1.08 MEASUREMENT AND PAYMENT
A. Asphalt Pavement by Ton:
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
1. Measurement: Measurement will be in tons for each different layer (surface,
intermediate, base), aggregate size, and binder grade of asphalt pavement.
2. Payment: Payment will be at the unit price per ton for each different layer (surface,
intermediate, base), aggregate size, and binder grade of asphalt pavement.
3. Includes: Unit price includes, but is not limited to, asphalt mix with asphalt binder, tack
coats between layers, construction zone protection, and quality control.
B. Asphalt Pavement by Square Yards:
1. Measurement: Measurement will be in square yards for each different thickness and
binder grade of asphalt pavement. The area of manholes, intakes, or other fixtures in the
pavement will not be deducted from the measured pavement area.
2. Payment: Payment will be at the unit price per square yard for each different thickness
and binder grade of asphalt pavement.
3. Includes: Unit price includes, but is not limited to, asphalt mix with asphalt binder, tack
coats between layers, construction zone protection, and quality control.
C. Asphalt Base Widening by Ton:
1. Measurement: Measurement will be in tons for each different layer (surface,
intermediate, base), aggregate size, and binder grade of asphalt base widening.
2. Payment: Payment will be at the unit price per ton for each different layer (surface,
intermediate, base), aggregate size, and binder grade of asphalt base widening.
3. Includes: Unit price includes, but is not limited to, asphalt mix with asphalt binder, tack
coat between layers, construction zone protection, and quality control.
D. Asphalt Base Widening by Square Yard:
1. Measurement: Measurement will be in square yards for each different thickness and
binder grade of asphalt base widening. The area of manholes, intakes, or other fixtures
in the pavement will not be deducted from the measured base widening area.
2. Payment: Payment will be at the unit price per square yard for each different thickness
and binder grade of asphalt base widening.
3. Includes: Unit price includes, but is not limited to, asphalt mix with asphalt binder, tack
coat between layers, construction zone protection, and quality control.
3 Revised: 2023 Edition
SUDAS Standard Specifications Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
1.08 MEASUREMENT AND PAYMENT (Continued)
E. Asphalt Railroad Crossing Approach:
1. Measurement: Measurement will be in square yards of railroad crossing approach.
2. Payment: Payment will be at the unit price per square yard of railroad crossing
approach.
3. Includes: Unit price includes but is not limited to excavation for modified subbase and
subdrain, furnishing and installing subdrain, furnishing and installing subdrain outlet,
furnishing and installing porous backfill material, furnishing and placing modified subbase
material, furnishing and applying tack coat, furnishing, placing, and compacting asphalt.
F. Density Deficiency:
1. Measurement: Measurement will be in square yards for each different density of asphalt
pavement subject to a unit price reduction for density deficiency according to Section
7020, 3.04.
2. Payment: Payment will be at the reduced unit price according to Table 7020.02 for each
density of asphalt pavement. If there is a density deficiency on a privately contracted
roadway project, the Jurisdiction ultimately accepting ownership of the roadway will
receive the penalty payment prior to acceptance of the work.
G. Asphalt Pavement Thickness Deficiency:
1. Measurement: Measurement will be in square yards for each different thickness of
asphalt pavement that has deficient pavement thickness as determined in Section 7020,
3.04.
2. Payment: Payment will be at the percentage of the unit price indicated in Table 7020.03
for each different thickness of asphalt pavement. If there is a pavement thickness
deficiency on a privately contracted roadway project, the Jurisdiction ultimately accepting
ownership of the roadway will receive the penalty payment prior to acceptance of the
work.
H. Asphalt Pavement Smoothness Deficiency:
1. Measurement: Measurement will be in square yards for each different segment of
asphalt pavement subject to a unit price reduction for pavement smoothness according to
Section 7020, 3.05.
2. Payment: Payment will be at the reduced unit price according to Table 7020.04 for each
segment of asphalt pavement. If there is a pavement smoothness deficiency on a
privately contracted roadway project, the Jurisdiction ultimately accepting ownership of
the roadway will receive the penalty payment prior to acceptance of the work.
I. Asphalt Pavement Samples and Testing:
1. Measurement: Lump sum item; no measurement will be made.
2. Payment: Payment will be at the lump sum price for asphalt pavement samples and
testing.
3. Includes: Lump sum price includes, but is not limited to, certified plant inspection,
pavement thickness cores, density analysis, pavement smoothness measurement (when
required by the contract documents), and air void testing.
4 Revised: 2024 Edition
SUDAS Standard Specifications Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
1.08 MEASUREMENT AND PAYMENT (Continued)
J. Fixture Adjustment: Comply with Section 6010 for adjustment of manholes and intakes and
Section 5020 for adjustment of water valves and fire hydrants.
K. Pavement Removal: Comply with Section 7040.
L. Subgrade and Subbase: For excavation and construction of subgrade and subbase,
comply with Section 2010.
M. Asphalt Cold Weather Paving:
1. Measurement: When cold weather paving is required and authorized by the Engineer,
measurement will be in tons of flexible paving mixture in which the warm mix additive is
incorporated, regardless of the method of measurement for asphalt pavement.
2. Payment: Payment will be at the unit price of $3.00 per ton. Payment will be limited to
the use of the warm mix additive incorporated only within the contract period and with
prior authorization of the work by the Engineer. No price modifications will be made for
quantity underruns or overruns for this item. Warm mix additive necessary after the
completion date, after all calendar days have passed, or after all working days have
been used is incidental to the work regardless if a quantity was included in the contract.
Includes: Unit price includes, but is not limited to, all additional labor, materials, and
equipment to supply and place the flexible pavement under the approved cold weather
paving plan.
5 Revised: 2025 Edition
SUDAS Standard Specifications
PART 2 - PRODUCTS
2.01 ASPHALT MATERIALS
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
Comply with Iowa DOT Section 2303, with the following exception:
Follow the procedure outlined in Iowa DOT Materials I.M. 510 for asphalt mixture designs, except
replace Table 1 in Appendix A, Asphalt Mixture Design Criteria with the SUDAS Asphalt Mixture
Design Criteria (Table 7020.01) (Tables 2 through 4 in Appendix A still apply).
2.02 WARM MIX ASPHALT MATERIALS
If use of warm mix asphalt (WMA) is approved by the Jurisdiction, comply with Iowa DOT Section
2303.
2.03 RECYCLED ASPHALT MATERIALS
A. Recycled Asphalt Pavement: If use of recycled asphalt pavement (RAP) is approved by
the Jurisdiction, comply with Iowa DOT Section 2303.
B. Recycled Asphalt Shingles: If use of recycled asphalt shingles (RAS) is approved by the
Jurisdiction, comply with Iowa DOT Section 2303.
2.04 SUBGRADE AND SUBBASE
Comply with Section 2010.
Revised: 2023 Edition
SUDAS Standard Specifications
PART 3 - EXECUTION
3.01 ASPHALT PAVEMENT
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
Construct according to Iowa DOT Section 2303 and the following:
A. Preparation of Pavement Foundation: Construct subgrade and subbase according to
Section 2010.
B. Compaction: Compact to a minimum of 94% of laboratory density. Do not exceed 8%
average air void level for roadway density specimens.
C. Tack Coats: Apply tack coats according to Iowa DOT Section 2303. In addition, if the
emulsion is diluted, the dilution must be done by the manufacturer and certified. Provide the
Engineer with the new application rate required to achieve the specified undiluted application
rate.
D. Fillets and Runouts: Rake out coarse aggregate prior to shaping and compaction of fillets
and runouts.
E. Asphalt Railroad Crossing Approach: Construct according to Section 7020 and Fi ure
7020.902.
F. Fixtures in the Pavement Surface:
1. Adjust manhole frames and other fixtures within area to be paved to conform to finished
surface. Comply with Section 6010, 3.04 for manhole adjustments and Section 5020,
3.04 for water fixture adjustments.
2. Clean outside of fixture to depth of pavement before asphalt placement.
3. Construct boxouts where allowed for later adjustment of fixtures. See Figure 7020.201
for the size and shape of the boxout.
G. Samples and Testing: Take samples from the compacted material and test according to
Section 7020, 3.04. Randomly locate samples in the pavement area Notify the Jurisdiction
the day prior to coring and testing to give the Jurisdiction the opportunity to witness coring
and testing.
H. Cold Weather Paving: When authorized by the Engineer, comply with the following.
1. Street Surface Temperatures: When street surface temperature is below requirements
shown in Tables 7020.02 and 7020.03, or when air temperature approximately 3 feet
above grade, in shade, and away from artificial heat sources is less than 40°F, cold
weather paving may be considered by the Engineer.
Table 7020.02: Street Surface Temperatures for Base and Intermediate Course Lifts
of Asphalt Mixtures
Nominal Thickness inches
Street Surface Temperature °F
Less than 2
40
2 to 3
35
Over 3
35
7 Revised: 2025 Edition
SUDAS Standard Specifications
3.01 ASPHALT PAVEMENT (Continued)
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
Table 7020.03: Street Surface Temperatures for Surface Course Lift of Asphalt
Mixtures
Nominal Thickness inches
Street Surface Temperature °F
1
H MA: 50/W MA: 40
1 1 /2
H MA: 45/W MA: 40
2 and Greater
40
2. Cold Weather Paving Plan:
a. Submit a written cold weather paving plan to the Engineer for approval. Document
material, operational, and equipment changes for paving when air temperature
approximately 3 feet above grade, in shade, and away from artificial heat sources is
less than 40°F.
b. Include the following:
1) Use an approved mix design that incorporates a warm mix additive. Do not use
water injection.
2) Identify warm mix additive and dosage rate.
3) Identify modifications to compaction process and when modifications apply.
c. If the National Weather Service forecast for the construction area predicts ambient air
temperature less than 40°F at the projected time of paving within the next 24 hours,
confirm or submit revisions to the cold weather paving plan for Engineer validation.
Update plan as required to accommodate conditions anticipated for the next day's
operations. Upon validation of the plan, the Engineer will allow paving for the next
day. Once in effect, pave conforming to the Engineer -accepted cold weather paving
plan for balance of that workday or shift regardless of the temperature at time of
paving.
d. Engineer's written acceptance will be required for the cold weather paving plan.
Engineer's acceptance of the plan does not relieve Contractor of responsibility for the
quality of pavement placed in cold weather.
3. Restrictions and Limitations:
a. Do not place flexible paving mixtures over frozen subgrade or base, or where
roadbed is unstable.
b. Engineer may further limit placement if, in the Engineer's judgment, other conditions
are detrimental to quality work.
3.02 BASE WIDENING
A. Equipment: Use equipment complying with Iowa DOT Section 2213.
B. Conditions:
1. Resurfacing over Concrete Base Widening: When the existing pavement is asphalt
material over concrete pavement, saw or mill the old asphalt to the full depth of the
proposed resurfacing or to depth of sound material producing a reasonable vertical line at
the edge of the underlying concrete.
2. Asphalt Base Widening: Apply a tack coat to the vertical edge of the old pavement at a
rate of 0.10 to 0.15 gallon per square yard according to Section 7020, 3.01. No waiting
period will be required before placing the widening.
8 Revised: 2026 Edition
SUDAS Standard Specifications
3.02 BASE WIDENING (Continued)
C. Preparation of Subgrade:
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
1. Cut the width of the trench for the widening at least 6 inches greater than the base width
of the widening according to the contract documents. If widening roadways with open
ditches, provide ditches or drains from the widening trench at frequent intervals to allow
subgrade drainage to side ditches.
2. Construct subgrade and subbase according to Section 2010.
3. Bring the subgrade to an elevation and cross-section such that, after being compacted to
a minimum of 95% of maximum Standard Proctor Density, the surface will be at the
required elevation.
4. Remove material, other than sand, that will not readily compact. Replace with material
that will readily compact and roll that portion of the subgrade again. Use an appropriate
roller complying with Iowa DOT Article 2001.05.
5. While constructing the subgrade, maintain the soil in a condition sufficiently moist to
facilitate compaction.
6. Check the finished subgrade with a template supported on the surface of the adjacent
pavement. Clean the edge of the old pavement.
D. Construction:
1. Place the asphalt mixture in the number of lifts required to produce the required
thickness. Do not allow the compacted thickness of the top lift to exceed 2 1/2 inches.
2. The maximum compacted thickness of lower lifts may exceed 3 inches if the thicker lifts
demonstrate satisfactory compaction. Maximum lift thickness shall be 4 1/2 inches.
3. Do not place asphalt on the surface of the existing pavement, and immediately remove
any spilled base material.
4. Ensure that, after compaction, the constructed width conforms to the required width.
5. Promptly and thoroughly compact each lift. Comply with Section 7020, 3.01.
6. Place succeeding lifts of asphalt material as soon as the previous lift has been
compacted.
7. Obtain the lab density for that day's asphalt paving from an Iowa DOT -approved testing
lab and based on the job mix formula design criteria.
8. Take density samples from the compacted material and test according to Section 7020,
3.04. Randomly locate samples in the area 6 inches from the base being widened to 6
inches from the outside edge of a given pass of the placing equipment. Notify the
Jurisdiction the day prior to coring and testing to give the Jurisdiction the opportunity to
witness coring and testing.
9. When the contract for base widening does not include resurfacing, construct the final
surface of widening flush with, or no more than 1/8 inch below, the surface of the old
pavement.
10. Do not open the widening to traffic until it has cooled sufficiently to support the traffic
without displacement or movement.
9 Revised: 2025 Edition
SUDAS Standard Specifications
3.03 PROTECTION FROM TRAFFIC
A. General:
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
1. Protect the new pavement and its appurtenances damages caused by traffic, both public
and that of the Contractor's own employees and agents, at no additional cost to the
Contracting Authority. This includes the erection and maintenance of warning signs,
lights, fence, and barricades; flaggers to direct traffic; and pavement bridges or
crossovers as appropriate.
2. Do not operate equipment with metal tracks, metal bucket blades, or metal motor patrol
blades directly on new paving. Do not unload soil or granular materials, including base
rock for storage and future reloading directly onto new paving.
B. End of Day's Run:
1. At the end of each day's run and at all side streets, erect and maintain safety barriers and
fencing as necessary to protect the pavement from damage.
2. Install construction zone protection upon completion of paving operations. Leave
protection in place and maintained until the pavement has cooled sufficiently to withstand
traffic without damage.
3. Intermediate construction zone protection may be required for the purpose of opening the
pavement for access to a side road, side street, or entrances.
C. Repair of Damages: At the discretion of the Engineer, and at no additional cost to the
Contracting Authority, repair or replace any part of the pavement damaged by traffic or other
causes occurring prior to final acceptance of the pavement.
3.04 DEFECTS OR DEFICIENCIES
A. Repairs Required:
1. Remove and replace or repair pavement containing excessive cracks, deformities,
deficiencies, or other defects at no additional cost to the Contracting Authority. The
method of replacement or repair will be determined by the Engineer. Extended warranty
may be approved by the Engineer.
2. Areas to be replaced will be determined by the Engineer. Complete all repairs according
to Section 7040.
B. Density Deficiencies:
1. The Engineer will obtain and test 7 samples for each lot according to Iowa DOT Materials
I.M. 204 Appendix F. The quality index for density of each lot will be determined by the
following formula:
Density (Q.I.) _ (Average Gmb)Fieid Lot - ((% Density)specified x (Average Gmb)Lab Lot)
(Standard Deviation Gmb)Field Lot
where Gmb = bulk Specific Gravity of the mixture
10 Revised: 2025 Edition
SUDAS Standard Specifications
3.04 DEFECTS OR DEFICIENCIES (Continued)
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
2. Payment will be adjusted according to the density requirements of Table 7020.02 for the
quality index for density determined for the lot:
Table 7020.02: Pay Factor for Asphalt Pavement Density
Density Index 7 Samples'
Percent Payment
greater than 0.72
100
0.40 to 0.72
95
0.00 to 0.39
85
less than 0.00
75 Maximum
'Or 6 samples and 1 outlier. Only one outlier will be allowed.
No incentive payment for pavement density will be made.
C. Thickness Deficiencies:
1. The Engineer will measure the cores according to Iowa DOT Materials I.M. 337. All
areas of uniform and similar thickness and width for the project will be divided into lots.
2. The thickness of the completed course will be measured to the nearest 1/8 inch,
exclusive of seal coat. All areas of uniform and similar thickness and width for the project
will be divided into lots. The frequency specified for taking density samples from the
surface lift will be used when measuring for completed thickness. However, samples that
may not be tested for density because they are less than 70% of the intended thickness
will be used for thickness, and in these particular instances, the additional samples of
sufficient thickness that are used for density tests will not be measured for thickness.
Thickness samples will be taken full depth of the completed course and after
measurement; remove the density samples for the top layer from the core. If any of the
measurements for a lot is less than the designated thickness, the quality index for
thickness of that lot will be determined by the following formula:
Thickness (Q.I.) = Avg. Thickness - (Design Thickness - 0.50)
Max Thickness - Minimum Thickness
3. Payment will be further adjusted by the appropriate percentage according to the quality
index for thickness determined for that lot and the following table:
Table 7020.03: Pay Factor for Asphalt Pavement Thickness
Thickness Index 7 Samples
Percent Payment
Previously Adjusted for Density)
greater than 0.34
100
0.14 to 0.34
95
0.00 to 0.13
85
less than 0.00
75 Maximum
No incentive payment for pavement thickness will be made.
4. Do not apply the thickness quality index adjustment to a layer with a designated
thickness of "variable" or "nominal', or to a layer designated as a scratch course or
leveling course. Do not apply the quality index adjustment to pavement layers
designated in the contract documents as grade correction or cross slope correction.
11 Revised: 2025 Edition
SUDAS Standard Specifications
3.05 PAVEMENT SMOOTHNESS
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
A. Straightedge: The Engineer will check asphalt pavement surfaces with a 10 foot
straightedge placed parallel to the centerline. Areas showing high spots of more than 1/4 of
an inch in 10 feet will be marked. Complete surface corrections according to the following
procedures to an elevation where the area or spot will not show surface deviations in excess
of 1/8 inch when tested with a 10 foot straightedge.
1. Complete surface corrections by diamond grinding, placing an asphalt overlay per
Section 7021, replacing the area per Section 7040, or inlaying the area.
2. For diamond grinding, perform the same work and use the same equipment as specified
in Section 7010, 3.07, C. After diamond grinding, cover the surface with a slurry seal
complying with Section 7070.
3. If the surface is corrected by overlay, replacement, or inlay, begin and end the surface
correction with a transverse saw cut normal to the pavement lane lines or edge lines
within any one area. Ensure the profile of the surface is smooth with no bumps or dips at
the beginning or end of the correction. Correction must be a minimum of the entire lane
width.
Surface corrections will be completed at the direction of the Engineer with no additional cost
to the Contracting Authority,
B. Inertial Profilers:
1. If specified in the contract documents, comply with Iowa DOT Section 2317 and Materials
I.M. 341, Appendix A to measure pavement smoothness with an inertial profiler and start
appropriate corrective measures, if necessary; the engineer will determine the corrective
measures to be taken. No incentive for pavement smoothness will be made.
2. Evaluate according to the smoothness requirements of Table 7020.04 and make surface
corrections and/or price reductions. Surface corrections will be completed with no
additional cost to the Contracting Authority. No incentive for pavement smoothness will
be made.
3. Smoothness measurements will be suspended for structures and through intersections.
Table 7020.04: Smoothness Adjustment/Correction
Segment Speed
Mean Roughness Index
inches per mile)Pay
Factor
Greater than 45 mph
< 200
100%
200 to 250
-$15.00/foot/lane or correct'
z 250
Correct'
Less than or equal to
45 mph
< 250
100%
250 to 300
-$15.00/foot/lane or correct2
z 300
Correct2
' Correct to below 200 inches per mile
2 Correct to below 250 inches per mile
12 Revised: 2025 Edition
SUDAS Standard Specifications Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
3.06 QUALITY CONTROL
A. Provide Quality Management - Asphalt (QM -A) for bid items with asphalt quantities exceeding
1,000 tons. On locally let projects, all testing normally conducted by the Iowa DOT may be
performed by the Jurisdiction or an independent testing laboratory hired by the Jurisdiction.
1. General: Follow the procedures and meet the criteria established in Iowa DOT Article
2303.03, B; Section 2521; and Materials I.M. 510 and 511. Percent within Limits (PWL)
stipulations in these documents is not required.
2. Mix Design - Job Mix Formula (JMF):
a. The Contractor is responsible for the JMF for each mixture.
b. Submit a completed JMF for approval to the materials lab designated by the
Contracting Authority. Submit supporting documentation demonstrating the design
process was followed and how the recommended JMF was determined. Include an
economic evaluation when required according to Iowa DOT Section 2303. Include
trial and final proposed aggregate proportions and corresponding gyratory data. In
addition, submit sufficient loose mixture and individual material samples for approval
of the design if requested by the Engineer.
c. The person preparing the JMF must be Iowa DOT certified in bituminous mix design.
d. If the JMF is not satisfactory, submit another JMF for review. An approved JMF will
be required prior to beginning plant production.
Plant Production:
a. General:
1) Perform sampling and testing to provide the quality control of the mixture during
plant production. Certified Plant Inspection according to Iowa DOT Section 2521
is required.
2) Ensure personnel performing production quality control testing is Iowa DOT
certified for the duties performed.
3) Provide easy and safe access to the location in the plant where samples are
taken.
4) A "significant mix change" is defined as a single occurrence of an aggregate
interchange of greater than 5%, a single occurrence of an asphalt content
change greater than 0.2%, or any deletion or introduction of a new material into
the mix.
b. Sampling and Testing:
1) Sample and test asphalt binder to verify the quality of the binder grade. Take
asphalt binder samples at random times as directed and witnessed by the
Engineer according to Iowa DOT Materials I.M. 204.
2) Use cold feed or ignition oven gradation for aggregate gradation control to assure
materials are being proportioned according to the specifications. Take aggregate
samples at random times as directed and witnessed by the Engineer according
to Iowa DOT Materials I.M. 204. The Engineer will secure the samples according
to Iowa DOT Materials I.M. 205, Appendix A.
3) Sample the hot asphalt mixture at random locations as directed and witnessed by
the Engineer according to Iowa DOT Materials I.M. 322. Secure the samples
according to Iowa DOT Materials I.M. 205, Appendix A.
4) Assist the Engineer with material sampling for verification testing. When the
Engineer provides notification that a sample is to be taken, obtain sample within
15 minutes.
5) Each day's production of a mix design will be considered a lot.
a) When the anticipated quantity for the day is 2,000 tons or more, divide that
day's production into four sublots, with the first sublot being the first 500 tons
produced. The Engineer will divide the remaining anticipated quantity for the
day into three equally sized sublots.
13 Revised: 2025 Edition
SUDAS Standard Specifications Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
3.06 QUALITY CONTROL (Continued)
b) When the anticipated quantity for the day is less than 2,000 tons, use the first
500 tons produced for the first daily sublot. The Engineer will establish 750
ton daily sublots for mix production exceeding the first 500 tons.
6) No more than four paired hot asphalt mixture samples will be required for
acceptance of a lot.
7) Do not take paired samples from the first 100 tons of mix produced each day or
the first 100 tons of mix following a significant mix change. When paving
operations are staged so each day of placement is less than 100 tons for the
entire production of a bid item, establish a sampling plan with the Engineer that
includes a minimum of one sample per 2,500 tons.
8) Test the quality control sample of each production paired sample as follows:
a) Prepare and compact two gyratory specimens according to Iowa DOT
Materials I.M. 325G.
b) Determine the density for each specimen according to Iowa DOT Materials
I.M. 321. Average the results to determine sample density.
c) Use the field quality control laboratory compaction for field density control.
The laboratory density for field control will be the bulk specific gravity of
compacted mixture (Gmb) at Ndesign. Bulk specific gravity at Ndesign will be
determined by compacting specimens to Nmax and back calculating the bulk
specific gravity at Ndesign.
d) Determine the Theoretical Maximum Specific Gravity of the uncompacted
mixture according to Iowa DOT Materials I.M. 350 or other test methods
recognized by AASHTO or ASTM.
e) Determine laboratory air voids for each sample according to Iowa DOT
Materials I.M. 501.
9) When liquid anti -strip additives are used, satisfy one of the following methods to
regulate the quantity of additive:
a) Present certification that the equipment used to measure and blend the liquid
anti -strip additive:
• Meets the anti -strip supplier's recommended practice,
• Is directly tied to the asphalt binder supply system, and
• Has been calibrated to the equipment manufacturer's guidelines.
b) Test the binder to measure the quantity of liquid anti -strip additive in the
binder for every 5,000 tons of asphalt production. Obtain the Engineer's
approval for the supplier's test method prior to use of the test.
c) Run the test method in Iowa DOT Materials I.M. 319 during production. If
unable to certify or test for the presence and quality, run the test method in
Iowa DOT Materials I.M. 319 each 10,000 tons of production to measure the
effectiveness of the additive. Ensure test results satisfy the minimum
requirements of Iowa DOT Article 2303.02 E.
c. Production Control:
1) After the JMF is established, the combined aggregate furnished for the project,
the quantity of asphalt binder, and the laboratory air voids should consistently
comply with the JMF, as target values. Control them within the production
tolerance given in Table 7020.05.
14 Revised: 2026 Edition
SUDAS Standard Specifications Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
3.06 QUALITY CONTROL (Continued)
Table 7020.05 Production Tolerances
Measured Characteristic
Target Value (%)
Specifications
Tolerance (%)'
Cold feed gradation No. 4 (4.75 mm) and larger sieves
by JMF
± 7.0
Cold feed gradation No. 8 2.36 mm
by JMF
± 5.0
Cold feed gradation No. 30 (600 pm)
by JMF
± 4.0
Cold feed gradation No. 200 (75 pm)
by JMF
± 2.02
Daily asphalt binder content
by JMF
± 0.3
Field laboratory air voids - absolute deviation from target
0.03
<1.04
Based on single test unless otherwise specified.
z Maintain the filler/bitumen ratio of the plant produced mixture between 0.6 and 1.4.
3 Unless otherwise specified.
4 Based on the moving average of four test values.
2) Control plant production so that the plant produced asphalt mixture will meet
mixture design criteria (within the test tolerances given in Table 7020.05) for Air
Voids at Ndesign gyrations of the gyratory compactor. Monitor the slope of the
gyratory compaction curve of plant produced material. Slope variations in excess
of ±0.40 of the mixture design gyratory compaction curve slope may indicate
potential problems with uniformity of the mixture.
3) The gyratory mix design gradation control points for the size mixture designated
in the project plans will not apply to plant production control.
4) Strive for the target value of the percent air void and asphalt binder by adjusting
gradation and asphalt binder content.
5) Produce a uniform composition mixture complying with the JMF.
6) Adjustments to the JMF target gradation and asphalt binder content values may
be made.
a) Determine from quality control testing that adjustments are necessary to
achieve the specified properties.
b) Consult with the Engineer regarding adjustments to the JMF.
c) The Contractor's adjustment recommendations prevail, provided all
specifications and established mix criteria are being met for plant production.
7) Measure estimated film thickness and voids in the mineral aggregate (VMA) for
specifications compliance every day of asphalt production.
8) Prepare quality control charts according to Iowa DOT Materials I.M. 511. Keep
the charts current and available showing both individual sample results and
moving average values. Base moving average values on four consecutive
sample results. Moving averages may restart only in the event of a mandatory
plant shutdown for failure to maintain the average within the production
tolerance. Include the target value and specifications tolerances on control
charts.
9) Calculate laboratory voids for individual samples according to Iowa DOT
Materials I.M. 501. Use the individual density and individual maximum specific
gravity determined for each sample. To determine the moving average of
laboratory voids, use the average of the last four individual sample laboratory
voids.
10) Monitor the test results and make mix adjustments, when appropriate, to keep
the mixture near the target values. Notify the Engineer whenever the process
approaches a specification tolerance limit. Cease operations when the moving
average point for laboratory air voids is outside the specification tolerance limit.
Assume responsibility to cease operations, including not incorporating material
which has not been placed. Do not start the process again until notifying the
Engineer of the corrective action proposed.
15 Revised: 2025 Edition
SUDAS Standard Specifications
3.06 QUALITY CONTROL (Continued)
Division 7 - Streets and Related Work
Section 7020 - Asphalt Pavement
B. Provide quality control for bid items with asphalt quantities of 1,000 tons or less as follows:
1. Mix Design: Prepare the job mix formula. Prior to asphalt production, obtain the
Engineer's approval for the job mix formula. Comply with Iowa DOT Article 2303.02 and
Iowa DOT Materials I.M. 510. Submit for approval.
2. Plant Production: Use a current calibration of the asphalt production plant for the job mix
formula no more than 12 months old. Maintain an asphalt binder log to track when the
binder was delivered. Identify the job mix formula on the asphalt delivery ticket. Use
certified asphalt binder and approved aggregate sources meeting the job mix formula.
Monitor the quality control test results and make adjustments to keep the mixture near
the target job mix formula values.
3. Construction: Take density measurements of the compacted mixture. Use the field
quality control laboratory compaction for field density control as specified in Section 7020,
3.04. The Engineer may accept the density of the compacted layer based on cores or
density gauge. The Engineer may waive density measurement provided the compaction
has been thorough and effective. Take density measurements of the compacted mixture
no later than the next working day following placement and compaction. For small
quantities, a lot is the entire quantity of each asphalt mixture bid item. The quality index
for density will not apply to small quantities.
4. Sampling and Testing: Material sampling and testing is for production quality control
only. Acceptance of mixture is based on Contractor certification. Perform a minimum of
one aggregate cold -feed and one loose asphalt test per lot. Sampling and testing of
loose asphalt is only required for mechanically placed mixture. All sampling and testing
procedures will follow the Iowa DOT Specifications and Materials I.M.s using certified
technicians and qualified testing equipment. The Engineer may approve alternative
sampling procedures, or may approve sampling of uncompacted mix and gradation if
Contractor can provide plant reports for other recent projects(s) demonstrating the job
mix formula has been produced according to the specifications. Take the sample
between the first 100 to 200 tons of production. No split samples for agency correlation
testing are required. Asphalt binder will be accepted based on the asphalt supplier's
shipment certification. No binder sampling or testing is required. No material sampling or
testing is required for daily asphalt production of less than 100 tons on any project.
5. Certification: Provide a certification for the production of any mixture in which the
requirements in this section for small quantities are applied. Place the test results and
certification statement on the Iowa DOT Daily Plant Report. The Daily Plant Report for
certified asphalt may be submitted at the end of the project for all certified asphalt
quantities, or submitted at intervals for portions of the certified quantity. Use the following
certification statement:
"The certified asphalt was produced in compliance with the provisions of Section
7020, of the SUDAS Standard Specifications. The certified asphalt was produced
with certified asphalt binder and approved aggregates as specified in the approved
mix design."
3.07 REMOVAL OF PAVEMENT
Comply with Section 7040.
END OF SECTION
16 Revised: 2025 Edition
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SUDAS Standard Specifications
SEEDING
PART 1 -GENERAL
1.01 SECTION INCLUDES
A.
Certification of Products
B.
Acceptance and Warranty
C.
Seed Types and Mixes
D.
Equipment
E.
Application of Seed
1.02 DESCRIPTION OF WORK
Division 9 - Site Work and Landscaping
Section 9010 - Seedinq
Includes the requirements for seedbed preparation; furnishing, applying, and covering the seed;
and compaction of the seedbed.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Submit certification of products to the Engineer prior to seed placement:
Seed: Submit a laboratory analysis for all seeds, specifying the purity and germination.
Provide a lot number on all submittals and labeling. Ensure lot number is the same on all
records pertaining to a particular seed. Provide 48 hours notice prior to mixing the seed
and give the Engineer an opportunity to witness the seed mixing. Submit a mechanically
printed seed tag from a seed conditioner or grower approved by the Iowa Crop
Improvement Association or other state's equivalent association/agency.
2. Fertilizer: Submit certification of the fertilizer analysis with scale weight and statement of
guaranteed analysis. Submit from a certified fertilizer dealer, a mechanically printed
commercial fertilizer label, or bill of lading. Comply with the inspection and acceptance
requirements of Iowa DOT Materials I.M. 469.03.
3. Wood Cellulose Fiber Mulch: Submit certification of the degradable wood cellulose fiber
mulch ingredients with applicable use and rate, and the water retention capacity by
manufacturer or supplier.
4. Wood Excelsior Mulch: Bale wood excelsior and determine the mass (weight). Use the
mass of the material, furnished by the manufacturer, to determine the rate of application.
5. Straw Mulch: Certify weight. Furnish a list of the number of bales and a corresponding
ticket from an approved scale for the mulch material to be used on the project.
6. Compost: Submit certification of composted organics analysis with U.S. Compost
Council's Seal of Testing Assurance (STA), recommended rates of application, and
manufacturer's estimated cubic yards per ton.
7. Inoculant: Furnish information from inoculant packaging.
8. Tackifier: Submit certification of the tackifier ingredients, recommended rates of
application, and expiration date.
B. Submit written instructions recommending procedures for maintenance of seeded areas.
Revised: 2025 Edition
SUDAS Standard Specifications
1.04 SUBSTITUTIONS
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Deliver packaged materials in original, unopened, and undamaged containers. Do not mix or
blend materials except in the presence of the Engineer.
B. Deliver, handle, and store all materials according to product recommendations, and protect
from loss, damage, and deterioration.
C. Materials not meeting these requirements will be rejected.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Coordinate the seeding schedule with all other work on the project. Notify the Engineer at
least three calendar days prior to the start of seeding operations.
B. After all land -disturbing activities are complete and the seedbed has been approved by the
Engineer, perform seeding operations.
1.07 SPECIAL REQUIREMENTS
None.
1.08 MEASUREMENT AND PAYMENT
A. Conventional Seeding:
1. Seeding:
a. Measurement: Measurement will be in acres for each type of seed.
b. Payment: Payment will be in unit price per acre for each type of seed.
c. Includes: Unit price includes, but is not limited to, removal of rock and other debris
from the area; repairing rills and washes; preparing the seedbed; furnishing and
placing seed, including any treatment required; furnishing and placing fertilizer and
mulch; and furnishing water and other care during the care period, unless these items
are bid separately.
2. Fertilizing:
a. Measurement: Measurement will be in acres of fertilizer.
b. Payment: Payment will be at unit price per acre of fertilizer.
c. Includes: Unit price includes, but is not limited to, furnishing, applying, and
incorporating fertilizer to the area to be seeded.
3. Mulching:
a. Measurement: Measurement will be in acres of mulch.
b. Payment: Payment will be in unit price per acre of mulch.
c. Includes: Unit price includes, but is not limited to, furnishing, applying, and
incorporating mulch to the area to be seeded.
Revised: 2023 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9010 - Seedina
1.08 MEASUREMENT AND PAYMENT (Continued)
B. Seeding, Fertilizing, and Mulching for Hydraulic Seeding:
1. Measurement: Measurement will be in acres for each type of seed.
2. Payment: Payment will be in unit price per acre for each type of seed.
3. Includes: Unit price includes, but is not limited to, removal of rock and other debris from
the area; repairing rills and washes; preparing the seedbed; furnishing and placing seed,
including any treatment required; furnishing and placing fertilizer and mulch; and
furnishing water and other care during the care period, unless these items are bid
separately.
C. Seeding, Fertilizing, and Mulching for Pneumatic Seeding:
1. Measurement: Measurement will be in acres for each type of seed.
2. Payment: Payment will be in unit price per acre for each type of seed.
3. Includes: Unit price includes, but is not limited to, removal of rock and other debris from
the area; repairing rills and washes; preparing the seedbed; furnishing and placing seed,
including any treatment required; furnishing and placing fertilizer and mulch; and
furnishing water and other care during the care period, unless these items are bid
separately.
D. Watering:
1. Measurement: Measurement will be by metering of water applied. If metering is not
available, measurement will be by counting the loads from a transporting tank of known
volume and gauging the contents of the transporting truck for partial loads.
2. Payment: Payment will be at the unit price per 1,000 gallons (MEAL) of water used.
3. Includes: Unit price includes, but is not limited to, water, pumps, meters, equipment,
water tanker/container, transportation, hoses, and sprinklers.
E. Warranty:
1. Measurement: Lump sum item; no measurement will be made.
2. Payment: Payment will be at the lump sum price for the warranty.
3. Includes: Lump sum price includes, but is not limited to, all work required to correct any
defects in the original placement of the seeding for the period of time designated.
3 Revised: 2021 Edition
SUDAS Standard Specifications
PART 2 - PRODUCTS
2.01 SEED
A. General:
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
Provide fresh, clean, new crop, certified seed complying with tolerance for germination
and purity and free of poa annua, bent grass, and noxious weed seed. Furnish all seeds,
including grass, legume, forbs, and cereal crop seeds, from an established seed dealer
or certified seed grower. All materials and suppliers are to follow Iowa Seed Law and
Iowa Department of Agriculture and Land Stewardship regulations, and be labeled
accordingly.
a. Provide turfgrass with a certified "blue tag" or "gold tag."
b. Provide native grass and forbs that are source -identified as GO -Iowa certified "yellow
tag," when available. If GO -Iowa certified "yellow tag" sourced seed is unavailable, or
is only available from a single source, a substitution may be approved by the
Engineer.
2. Mix seed to the specified proportions by weight. Use methods approved by the Engineer
B. Seed Quality: Ensure the seed provided meets or exceeds the minimum requirements of
purity and germination stated on an independent certificate of seed analysis document
according to the Association of Official Seed Analysis (AOSA) rules. The seed certification
tag and seed analysis document provided must be from the same lot number as shown on
the seed tag. Ensure the date of test results is no greater than 9 months from the seed
application date. Approval of all seed for use will be based on the accumulated total of Pure
Live Seed (PLS) for each phase of work. PLS is obtained by multiplying purity times
germination. PLS shall not be less than the accumulated total of the PLS specified.
If the seed does not comply with minimum requirements for purity and germination and such
seed cannot be obtained, the Engineer may approve use of the seed on a basis of PLS or
may authorize a suitable substitution for the seed specified.
C. Requirements on Containers:
1. Seed: Provide seed with a tag on each container. Ensure the seed analysis on the label
is mechanically printed.
2. Mulch: When packaged, provide mulch in new labeled containers.
3. Tackifier: Provide tackifier packaged in new labeled containers.
4. Inoculant: Use inoculant that has a manufacturer's container, indicating the specific
legume seed to be inoculated and the expiration date. All inoculant must meet
requirements of the Iowa Seed Law. Follow precautions specified on the product label.
5. Sticking Agent: Use a commercial sticking agent recommended by the manufacturer of
the inoculant. For quantities less than 50 pounds, the sticking agent need not be a
commercial agent, but requires approval by the Engineer. Apply sticking agent
separately prior to application of inoculant. Follow safety precautions specified on the
product label.
4 Revised: 2016 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9010 - Seedina
2.01 SEED (Continued)
Table 9010.01: Domestic Grasses
Common Name
Scientific Name
Purity
%
Germination
%
Bluegrass, Kentucky
Poa pratensis
85
80
Brome, smooth-LINCOLN
Bromus inermis
90
85
Fescue, creeping, red
Festuca rubra
98
85
Fescue, tall, FAWN
Festuca arundinacea-FAWN
98
85
Orchardgrass
Dactylis glomerata
90
90
Red top
Agrostis alba
92
85
Ryegrass, perennial
Lolium perenne
95
90
Wildrye, Canada
EI mus Canadensis
95
85
Wildrye, Russian
Psathyrostach s junceus
95
85
Table 9010.02: Legumes
Common Name
Scientific Name
Purity
%
Germination
(%)
Alfalfa, RANGER/VERNAL
Medicago sativa
99
90*
Alfalfa, travois
Medicoa spp.
99
90*
Clover, Alsike
Trifolium hybridum
99
90*
Clover, red, medium
Trifolium pratense
99
90*
Clover, white
Trifolium re ens
98
90*
Hairy vetch
Vicia villosa
96
85*
Les edeza, Korean
Lespedeza stipulacea
98
80*
* Includes hard seed.
Table 9010.03: Stabilizing Crop
Common Name
Scientific Name
Purity
Germination
Oats
Avena sativa
97
90
Rye
Secale cereale
97
90
Sudangrass, PIPER
Sorghum vulgare var. sudanese
98
85
Revised: 2015 Edition
SUDAS Standard Specifications
2.01 SEED (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seeding
Table 9010.04: Native Grasses
Common Name
Big bluestem*
Blue grama
Blue joint grass
Bottlebrush sedge
Buffalograss*
Common rush
Fowl bluegrass
Fowl manna grass
Fox sedge
Green bulrush
Hairy wood chess
Indiangrass*
Intermediate wheatgra
Little bluestem*
Prairie dropseed
Reed manna grass
Rice cutgrass
Rye grass, annual
Sand bluestem*
Sand dropseed
Sand lovegrass
Sideoats grama*
Slender wheatgrass
Spike rush
Softstem bulrush
Switchgrass*
Tussock sedge
Virginia wild-rve
Western wheatgrass*
Wool grass
Scientific Name
Andropogon gerardii
Bouteloua gracilis
Calamagrostis Canadensis
Carex hystericina
Buchloe dactyloides
Juncus effusus
Poa palustris
Glyceria stricta
Carex vulpinoidea
Scirpus atrovirens
Bromus purgans
Sorghastrum nutans
Agropyron intermedium
Andropogon scoparius
Sporobolus heterolepis
Glyceria grandis
Leersia oryzoides
Lolium italicum
Andropogon gerardii, var. pai
Sporobolus cryptandrus
Eragrostis trichodes
Bouteloua curtipendula
lus
Agropyron trachycaulum, var. unilaterale
Eleocharis palustris
Schoenoplectus tabernaemontani
Panicum virgatum
Carex stricta
Elymus virginicus
Eragrostis curvula
Agropyron smithii
nus
6 Revised: 2016 Edition
SUDAS Standard Specifications
2.01 SEED (Continued)
Table 9010.05: Forbs
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
Common Name
Scientific Name
Black-eyed Susan
Rudbeckia hirta
Blue -flag iris
Iris virginica-shrevii
Boneset
Eupatorium perfoliatum
Canadian anemone
Anemone canadensis
Common mountainmint
Pycnanthemum virginianum
Common rush
Juncus effusus
Fowl manna grass
Glyceria striata
Golden Alexanders
Zizia aurea
Great blue lobelia
Lobelia siphilitica
Grey -headed coneflower
Ratibida pinnata
Heath aster
S m h otrichum ericoides
Ironweed
Veronia faxciculate
Joe-pye weed
Eupatorium maculatum
Meadow blazingstar
Liatris ligulistylis
Milkweed, butterfly
Asclepias tuberosa
Milkweed, swamp
Asclepias incarnata
New England aster
Symphyotrichum novae-angliae
Ohio s iderwort
Tradescantia ohiensis
Oxeye sunflower
Heliopsis helianthoides
Pale purple coneflower
Echinacea pallida
Partridge pea
Chamaecrista fasciculate
Prairie blazing star
Liatris pycnostachya
Purple prairie clover
Dalea pur urea
Rattlesnake master
Eryngium yuccifolium
Reed manna grass
Glyceria grandis
Rice cutgrass
Leersia oryzoides
Showy goldenrod
Solidago s eciosa
Showy tic -trefoil
Desmodium canadense
Stiff goldenrod
Solidago rigida
Swamp aster
Aster puniceus
White wild indigo
Ba tisia alba
Wild bergamot
Monarda fistulosa
Revised: 2015 Edition
SUDAS Standard Specifications
2.02 SEED MIXTURES AND SEEDING DATES
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
See the contract documents for the specified seed mixture. If a mixture is not specified, use the
following. The Contractor may submit a modification of the mixture for the Engineer's
consideration.
A. Type 1 (Permanent Lawn Mixture): Used for residential and commercial turf site, fertilized,
and typically mowed. Use between March 1 and May 31 and between August 10 and
September 30.
Table 9010.06: Type 1 Seed Mixture'
Common Name
Application Rate Ib/acre
Creeping red fescue
25
Turf -type perennial ryegrass2
20
Turf -type perennial ryegrassz
20
Kentucky bluegrass cultivar3
65
Kentucky bluegrass cultivar3
65
Kentucky bluegrass cultivar3
65
A commercial mixture may be used if it contains a high percentage of similar
bluegrasses; it may or may not contain creeping red fescue.
2 Choose two different cuitivars of turf -type perennial ryegrass, at 20 Ibs/acre each.
3 Choose three different cuitivars of Kentucky bluegrass, at 65 Ibs/acre each.
B. Type 2 (Permanent Cool Season Mixture for Slopes and Ditches): Not typically mowed.
Reaches a maximum height of 2 to 3 feet, low fertility requirements, grows in the spring and
fall, and can go dormant in the summer. Use between March 1 and May 31 and between
August 10 and September 30.
Table 9010.07: Type 2 Seed Mixture
Common Name
Application Rate lb/acre
Tall fescue'
100
Kentucky bluegrass
20
Ryegrass, perennial2
75
1 Use endophyte free cuitivars including Fawn, K-31, or a combination.
a Use cultivars including Linn, Amazon, Noriea, or Nui, or a combination.
C. Type 3 (Permanent Warm -Season Slope and Ditch Mixture): Not typically mowed.
Reaches a height of 5 to 6 feet, stays green throughout summer, and responds well to being
burned in spring; no fertilizer. Use between March 1 and June 30.
Table 9010.08: Type 3 Seed Mixture
Common Name
Application Rate Iblacre
Big bluestem*
3 PLS
Grain rye
40
Indiangrass*
4 PLS
Little bluestem*
3 PLS
Oats
16
Sideoats grama*
5 PLS
Switchgrass*
1 PLS
* Furnish seed certified as Source Identified Class (Yellow Tag) Source GO -Iowa.
8 Revised: 2023 Edition
SUDAS Standard Specifications
2.02 SEED MIXTURES AND SEEDING DATES (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
D. Type 4 (Urban Temporary Erosion Control Mixture): Short lived (6 to 8 months) mix for
erosion control.
Table 9010.09: Type 4 Seed Mixture
Common Name
Application Rate lb/acre
SPRING - March 1 - May 20
Annual r egrass
40
Oats'
65
SUMMER - May 21 - August 14
Annual r e rass
50
Oats*
95
FALL - August 15 - September 30
Annual R egrass
40
Grain rye
65
Engineer may delete for previously established urban areas.
E. Type 5 (Rural Temporary Erosion Control Mixture): Short lived mix for erosion control.
Table 9010.10: Type 5 Seed Mixture
Common Name Application lb/acre
March 1 - October 31
Canada wildr e
5 PLS/acre
Grain rye
50
Oats
50
November 1 - February 28 (or 29)
Canada wildr e
7 PLS/acre
Grain rye
62
Oats
62
Seed does not need to be certified Source Identified Class (Yellow Tag).
F. Type 6 (Salt -resistant Mixture): Use for grass medians and areas immediately back of curb
on streets subject to regular salt applications for winter de-icing. Apply between March 1 and
May 31 and between August 10 and September 30.
Table 9010.11: Type 6 Seed Mixture
Common Name
Application Rate
lb/acre
Purity
Germination
Blue chip Kentucky bluegrass
37.5
90
85
Fults alkali grass
75
98
85
Hard fescue
50
95
85
Nublue Kentucky bluegrass
37.5
90
85
Sheeps fescue
50
90
85
Revised: 2015 Edition
SUDAS Standard Specifications
2.02 SEED MIXTURES AND SEEDING DATES (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
G. Wetland Seeding: Between April 1 and June 30, use the following seed mixture for wetland
grass seeding areas.
Table 9010.12: Wetland Grass Seed Mixture
Common Name
Scientific Name
PLS**
per ac
Arrowhead
Sagittaria latifolia
4 oz
Big bluestem*
Andropogon gerardii
1 lb
Bluejoint grass
Calamagrostis
1 oz
Blue vervain
Verbena Hastata
1 oz
Boneset
Eupatorium perfoliatum
1 oz
Broom sedge
Carex scoparia
2 oz
Dark green bulrush*
Scirpus atrovirens
1 oz
Fox sedge*
Carex vulpinoidea
4 oz
New England aster*
Symphyotrichum novae-angliae
2 oz
Nodding bur marigold
Bidens cernua
8 oz
Porcupine sedge
Carex hystericina
8 oz
Prairie cordgrass
Spartina pectinata
1 lb
Rice cutgrass
Leersia oryzoides
4 oz
Sneezeweed
Helenium autumnale
2 oz
Softstem bulrush
Schoenoplectus tabernaemontani
8 oz
Spike rush
Eleocharis palustris
4 oz
Swamp milkweed*
Asclepias incarnata
1 lb
Switchgrass*
Panicum virgatum
8 oz
Tussock sedge
Carex stricta
2 oz
Virginia wild -rye*
Elymus virginicus
5 Ibs
Water plantain
Alisma plantago-aquatica
4 oz
* Furnish seed certified as Source Identified Class (Yellow Tag) Source GO -Iowa.
** Seeding rates for wetland grasses are given as PLS. Either the germination test or
Tetrazolium (TZ) test is acceptable to determine PLS for native species.
10 Revised: 2015 Edition
SUDAS Standard Specifications
2.02 SEED MIXTURES AND SEEDING DATES (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
H. Native Grass and Forbs (Wildflower) Seeding: Between April 1 and June 30, use the
following seed mixture for areas designated for native grass and wildflower seeding.
Table 9010.13: Native Grass and Forbs (Wildflower) Seeding Mixture
Common Name
Scientific Name
Application Rate**
GRASSES
lb/acre
Big bluestem*
Andropogon gerardii
1.0
Canada wild rye
EI mus Canadensis
1.5
Indiangrass*
Sor hastrum nutans
1.0
Little bluestem*
Schizach rium scorparium
2.0
Sideoats rama*
Boutelouea curb endula
2.5
Switchgrass*
Panicum vir atum
0.5
FORBS WILDFLOWERS
oz/acre
Black-eyed Susan
Rudbeckia hirta
3.0
Butterfly milkweed
Asclepias tuberosa
4.0
Canadian anemone
Anemone canadensis
0.5
Common mountainm_ int
Pycnanthemum virginianum
0.25
Golden Alexanders
Zizia aurea
8.0
Grey -headed coneflower
Ratibida pinnata
2.75
Heath aster
S m h otrichum ericoides
0.25
Ironweed
Veronia faxciculate
3.0
New England aster
S m h otrichum novae -an liae
1.25
Ohio s iderwort
Tradescantia ohiensis
7.0
Oxeye sunflower
Heliopsis helianthoides
12.0
Pale purple coneflower
Echinacea pallida
15.0
Partridge pea
Chamaecrista fasciculate
32.0
Prairie blazing star
Liatris pycnostachya
4.5
Purple prairie clover
Dalea purpurea
2.5
Rattlesnake master
Eryngium yuccifolium
1.75
Showy goldenrod
Solidago s eciosa
0.50
Stiff goldenrod
Solidago rigida
1.0
Swamp milkweed
Ascle ias incarnata
4.0
White wild indigo
Ba tisia alba
2.0
Wild bergamot
Monarda fistulosa
1.25
NURSE CROP
lb/acre
Oats (spring seeding - April 1 to June 30
32
Winter wheat dormant/frost seeding - November 1 to March 31
25
* Furnish seed certified as Source Identified Class (Yellow Tag) Source GO -Iowa.
** Seeding rates for native grass and forb species are given as PLS. Either the germination test or Tetrazolium
(TZ) test is acceptable to determine PLS for native species.
11 Revised: 2015 Edition
SUDAS Standard Specifications
2.03 FERTILIZER
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
Use fertilizer of the grade, type, and form specified that complies with rules of the Iowa
Department of Agriculture and Land Stewardship and the following requirements:
A. Grade: Identify the grade of fertilizer according to the percent nitrogen (N), percent of
available phosphoric acid (P205), and percent water soluble potassium (K20), in that order,
and base approval on that identification.
The Contractor may substitute other fertilizer containing analysis percentages different from
those specified, provided that the minimum amounts of actual nitrogen, phosphate, and
potash per acre are supplied, and that in no case does the total amount per acre of the three
fertilizer elements be exceeded by 30% of the following minimum amounts.
1. For Conventional Seeding, Permanent: Apply a 6-24-24 commercial fertilizer or the
equivalent units of nitrogen, phosphate, and potash at the rate of 300 pounds per acre.
2. For Conventional Seeding, Temporary: Apply commercial fertilizer to all seeded areas
at the rate of 250 pounds per acre of 13-13-13 (or equivalent) for rural mixes and 300
pounds per acre of 6-24-24 (or equivalent) for urban mixes, unless otherwise specified in
the contract documents.
3. For Hydraulic Seeding: Apply fertilizer in combination with seeding by a hydraulic
seeder and as specified in Iowa DOT Article 2601.03, B. Apply a commercial fertilizer or
the equivalent units of nitrogen, phosphate, and potash at the rate specified for the type
of seeding being applied.
4. For Pneumatic Seeding: Based on the compost nutrient analysis, supply any additional
commercial fertilizer necessary to meet the 13-13-13 units of nitrogen, phosphate, and
potash at the rate of 450 pounds per acre as the compost is applied.
B. Type: Use fertilizer that can be uniformly distributed by the application equipment. Furnish
fertilizer either as separate ingredients or in chemically -combined form.
2.04 STICKING AGENT
A. Use a sticking agent that is a commercial material recommended by the manufacturer to
improve adhesion of inoculant to the seed. For small quantities less than 50 pounds, the
sticking agent need not be a commercial agent, but it must be approved by the Engineer and
must be applied separately, prior to application of inoculant.
B. Follow safety precautions specified on the product label. A sticking agent is not required if a
liquid formulation of inoculant is used.
2.05 INOCULANT FOR LEGUMES
An inoculant is a culture of bacteria specifically formulated for each legume seed (alfalfa, clovers,
lespedesa, and hairy vetch). Ensure the manufacturer's container indicates the specific legume
seed to be inoculated and the expiration date. Use inoculant that meets the requirements of the
Iowa Seed Law. Follow the safety precautions specified on the product label.
2.06 WATER
Use water that is free of any substance harmful to seed germination or plant growth.
12 Revised: 2016 Edition
SUDAS Standard Specifications
2.07 MULCH
A. For Conventional Seeding:
Division 9 - Site Work and Landscaping
Section 9010 - Seed ina
Material used as mulch may consist of the following:
a. Dry cereal straw (oats, wheat, barley, or rye)
b. Prairie hay
c. Wood excelsior composed of wood fibers, at least 8 inches long, based on an
average of 100 fibers, and approximately 0.024 inch thick and 0.031 inch wide. The
fibers must be cut from green wood and be reasonably free of seeds or other viable
plant material.
2. Do not use other hay (bromegrass, timothy, orchard grass, alfalfa, or clover).
3. All material used as mulch must be free from all noxious weed, seed -bearing stalks, or
roots and will be inspected and approved by the Engineer prior to its use.
4. The Contractor may use other materials, subject to the approval of the Engineer.
B. For Hydraulic Seeding:
Wood Cellulose:
a. Use material that is a natural or cooked cellulose fiber processed from whole wood
chips, or a combination of up to 50% of cellulose fiber produced from whole wood
chips, recycled fiber from sawdust, or recycled paper (by volume).
b. Product contains a colloidal polysaccharide tackifier adhered to the fiber to prevent
separation during shipment and avoid chemical co -agglomeration during mixing.
c. Form a homogeneous slurry of material, tackifier, and water.
d. Use a slurry that can be applied with standard hydraulic mulching equipment.
e. Dye the slurry green to facilitate visual metering during application.
f. Do not use materials that have growth or germination -inhibiting factors or any toxic
effect on plant or animal life when combined with seed or fertilizer.
Bonded Fiber Matrix (BFM):
a. Manufactured to be applied hydraulically.
b. Dyed to facilitate visual metering.
c. All components pre -packaged by manufacturer to ensure material performance and
compliance. Field mixing of additives or any components will not be allowed.
d. Meet the following requirements:
1) Contain non -toxic tackifiers that upon drying become insoluble and non -
dispersible to eliminate direct raindrop impact on soil according to ASTM D 7101
and EPA 2021.0-1.
2) Contain no germination or growth inhibiting factors and do not form a water-
resistant crust that can inhibit plant growth.
3) Hydraulic mulch that is completely photo -degradable or biodegradable.
4) Have a rainfall event (R-factor) of 140 < R according to ASTM D 6459.
5) Have a cover factor of C 5 0.03 according to ASTM D 6459.
6) Vegetation Establishment of 400% minimum according to ASTM D 7322.
7) Water Holding Capacity 600% minimum according to ASTM D 7367.
3. Mechanically -Bonded Fiber Matrix (MBFM):
a. Manufactured to be applied hydraulically.
b. Dyed to facilitate visual metering.
c. All components pre -packaged by manufacturer to ensure material performance and
compliance. Field mixing of additives or any components will not be allowed.
13 Revised: 2023 Edition
SUDAS Standard Specifications
2.07 MULCH (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
Meet the following requirements:
1) Contain non -toxic tackifiers that upon drying become insoluble and non -
dispersible to eliminate direct raindrop impact on soil according to ASTM D 7101
and EPA 2021.0-1.
2) Contain no germination or growth inhibiting factors and do not form a water-
resistant crust that can inhibit plant growth.
3) Hydraulic mulch that is completely photo -degradable or biodegradable.
4) Have a rainfall event (R-factor) of 162 < R according to ASTM D 6459.
5) Have a cover factor of C s 0.01 according to ASTM D 6459.
6) Vegetation establishment of 500% minimum according to ASTM D 7322.
7) Water holding capacity of 700% minimum according to ASTM D 7367.
C. For Pneumatic Seeding: Use compost meeting the following requirements.
1. Derived from a well -decomposed source of organic matter.
2. Produced using an aerobic composting process, meeting Code of Federal Regulations
(CFR) 503 for time, temperature, and heavy metal concentrations.
3. No visible admixture of refuse or other physical contaminants, nor any material toxic to
plant growth.
4. Certified by the U.S. Composting Council's Seal of Testing Assurance (STA) program.
Conforms to chemical, physical, and biological parameters of AASHTO R 52, with the
following additional requirements:
a. Follow U.S. Composting Council's TMECC guidelines for all testing.
b. Organic Matter Content: 30% minimum.
c. pH: between 6.0 and 8.0.
d. Maturity (growth screening): Minimum 90% emergence for all compost to be
vegetated.
e. Particle Size:
Sieve Size
Percent Passing*
2"
100
1"
90-100
3/4"
65-100
3/8"
0-75
*6 inch maximum particle length.
14 Revised; 2023 Edition
SUDAS Standard Specifications
PART 3 - EXECUTION
3.01 EQUIPMENT
Division 9 - Site Work and Landscaping
Section 9010 - Seedinq
A. Aerial Equipment: When aerial application of seed and fertilizer is specified, use aerial
equipment capable of providing a uniform distribution of seed and fertilizer on the specified area.
B. Compost Blower: A compost blower is pneumatic equipment to blow compost over the
desired area. It may be equipped with a supplemental seed injection system. Use
equipment with sufficient power to cover the required area without driving on the prepared
seedbed.
C. Cultipacker: Use a pull -type cultipacker with individual rollers or wheels. Cultipackers with
sprocket -type spacers between the wheels may be used. The cultipacker must produce a
corrugated surface on the area being compacted. Operate the cultipacker separately from all
other operations, and do not attach the cultipacker to the seeder or disk, unless combined
cultipacker seeder is manufactured to operate as a unit. Make provisions for addition of weight.
D. Disk: When preparing a seedbed on ground having heavy vegetation, use a disk with
cutaway blades. Make provisions for the addition of weight to obtain proper cutting depth.
E. Drop Seeder: Use one piece of equipment containing pulverizer rollers in front of the seed
tubes, ground driven seed meters, maximum seed tube spacing of 3 inches delivering seed
between the pulverizer rollers and packer wheels, and packer wheels that press and firmly
pack seed into the soil.
F. Endgate Cyclone Seeders: Endgate cyclone seeders must be suitably mounted.
Movement must be provided by mechanical means. The seed drops through an adjustable
flow regulator onto a rotating, power driven, horizontal disk or fan.
G. Expanded Mesh Roller: Use equipment that is an open grid type or a cultipacker type,
modified by covering with expanded metal mesh.
H. Field Tiller: Use equipment designed for the preparation of the seedbed to the degree
specified.
Gravity Seeders: Gravity seeders must provide agitation of the seed, have an adjustable
gate opening, and uniformly distribute seed on the prepared seedbed. Use a seed hopper
equipped with baffle plates spaced no more than 2 feet apart. The baffle plates must extend
from the agitator shaft to within approximately 2 inches of the top of the seed hopper. Wind
guards are required to facilitate seeding when moderate wind conditions exist and when
ordered by the Engineer. Place wind guards in front or in back (or both) of the seed outlet
and extend them to near the ground line. This seeder may be used for application of
fertilizer.
J. Hand Cyclone Seeders: Hand cyclone seeders are carried by the person dispensing seed.
The seed drops through an adjustable flow regulator onto a rotating, hand driven, horizontal
disk or fan.
K. Hydraulic Seeder: Use hydraulic seeding equipment with a pump rated at no less than 100
gallons per minute. Inoculant, seed, and fertilizer may be applied in a single operation. The
equipment must have a suitable working pressure and a nozzle adapted to the type of work.
Supply tanks must have a means of agitation. Calibrate tanks and provide them with a
calibration stick or other approved device to indicate the volume used or remaining in the
tank.
L. Mowers: Use mowers that are rotary, flail, disk, or sickle type. Do not use mowers that
bunch or windrow the mowed material.
15 Revised: 2018 Edition
SUDAS Standard Specifications
3.01 EQUIPMENT (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
M. Mulch Anchoring Equipment: Use mulch anchoring equipment designed to anchor straw
or hay mulch into soil by means of dull blades or disks. It should have flat blades or disks,
may have cutaway edges and must be spaced at approximately 8 inch intervals. The mulch
anchoring equipment must be pulled by mechanical means and weigh approximately 1,000
pounds. When directed by the Engineer, increase the weight by addition of ballast.
N. Native Grass Seed Drill: Use a native grass seed drill designed to provide uniform
distribution of native grass and wildflower seeds. Provide separate seed boxes to apply both
small seeds as well as fluffy bearded seeds. If a no -till attachment is specified, use an
attachment of the same manufacturer as the drill.
0. Pneumatic Seeder: Use an air blown system with sufficient power and hose to reach 300 feet.
P. Pulverizer: Use equipment designed to break up compacted soil to prepare a seedbed.
Q. Rotary Tiller: Use equipment with rotary -type blades designed for the preparation of
seedbed to the degree specified.
R. Slit Seeder: Use. a gas, diesel or electric powered mechanical slit seeder that is capable of
cutting vertical grooves a maximum of 1/4 inch deep into the soil with a maximum horizontal
blade spacing of 3 inches, deposits metered seed directly after the formation of the vertical
grooves, and contains packer wheels that press and firmly pack seed into the soil.
S. Slope Harrow: Use a slope harrow, consisting of a rolling weight attached by heavy chain to
a tractor. The chain must be of suitable length, with picks attached, and a means of rotating
the picks as the rolling weight is pulled in a direction parallel to the movement of the tractor.
T. Spike Tooth Harrow: Use equipment designed to provide adjustment of the spike teeth to
level the ground, or to be used as specified by the Engineer.
U. Straw Mulching Machine: Use a machine to uniformly apply mulch material over the
desired area without excessive pulverization. Excessive pulverization is the general absence
of straw longer than 6 inches after distribution.
3.02 AREA OF SEEDING
Place seed only in the areas specified in the contract documents. Repair damaged areas that are
disturbed outside the contract limits at the expense of the Contractor. Do not disturb areas
having a satisfactory growth of desirable grasses or legumes.
3.03 FINISH GRADING AND TOPSOIL
See Section 2010 for finish grading and topsoil placement.
3.04 CONVENTIONAL SEEDING
A. Order of Operations: 1) fertilizing, 2) seedbed preparation, 3) seed preparation/application,
and 4) mulching.
B. Fertilizing:
1. Apply fertilizer immediately prior to seedbed preparation. Incorporate the fertilizer into
the top 2 to 3 inches of topsoil during the seedbed preparation. Equipment that results in
ruts or excessive compaction will not be allowed.
2. Do not apply fertilizer with native grass, wildflower, or wetland seeding.
16 Revised: 2018 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9010 - Seedina
3.04 CONVENTIONAL SEEDING (Continued)
C. Seedbed Preparation, Permanent:
1. Limit preparation of seedbed to areas that will be seeded immediately upon completion.
2. Work areas accessible to field equipment to a depth of no less than 3 inches. Use
mechanical rotary tillage equipment for the preparation of seedbed on earth shoulders,
urban or raised medians, and rest areas. Prepare by hand areas inaccessible to field
machinery, to a depth of no less than 2 inches. Use care that the entire width of the
shoulder and areas around headwalls, wingwalls, flumes, and other structures are
prepared in the manner specified. Where weed growth has developed extensively, they
may be disked into the ground. If weed growth develops sufficiently to interfere with
proper seedbed preparation, mow the weeds and remove them from the project at no
additional cost to the Contracting Authority.
Use crawler type or dual -wheeled tractors for seedbed preparation. Operate equipment
in a manner to minimize displacement of soil and disturbance of the design cross-section.
Harrow ridging in excess of 4 inches due to operation of tillage equipment prior to rolling
with the cultipacker. Roll the area with no less than one pass of the cultipacker prior to
permanent seeding.
3. Shape and fine grade to remove rills or gullies, water pockets, undesirable vegetation,
and irregularities to provide a smooth, firm, and even surface true to grade and cross-
section. For Type 1 (lawn seeding), prepare to a fine texture and without soil lumps.
Coordinate preparation of all ditches designated for special ditch control with the seedbed
preparation. Till parallel to the contours.
4. Smooth the seedbed with a cultivator -type tillage tool having a rake bar or a rock rake.
Pick up and remove all debris, such as rocks, stones, concrete larger than 2 inches (1/2
inch maximum for lawn seeding), or roots and other objectionable material that will
interfere with the seeding operation. A spring tooth cultivator may be used in lieu of a
rock picker. Remove the rock by hand after each use of the cultivator; repeat the process
until the soil is relatively free of rock as determined by the Engineer.
5. Choose equipment to minimize soil compaction. Operate equipment in a manner to
minimize displacement of soil and disturbance of the design cross-section. Roll the area
with at least one pass of the cultipacker. Remove ruts that develop during the sequence
of operations before subsequent operations are performed. This must be completed just
prior to seeding and the work approved by the Engineer before the seeding application.
D. Seedbed Preparation, Temporary: Till the soil to a minimum depth of 5 inches with a disk,
harrow, or field cultivator.
E. Seeding:
1. Seed Preparation:
a. Thoroughly mix all seed specified for the contract prior to placing the seed in the
seed hopper. Provide 48 hours notice prior to mixing the seed, and give the
Engineer an opportunity to witness the seed mixing. The mixing of a certified blue
tag seed mix at an approved (by Iowa Crop Improvement Association) seed
conditioner's facility need not be witnessed.
b. Treat all legume seed with a commercial sticking agent to be applied prior to
application of inoculant, or as a mixture when the sticking agent is compatible with
other materials. A sticking agent is not required if a liquid formulation of inoculant is
used. Use mechanical mixing equipment to apply sticking agent and inoculant on
seed quantities over 50 pounds.
17 Revised: 2018 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9010 - Seedina
3.04 CONVENTIONAL SEEDING (Continued)
c. Inoculate all legumes with a standard product humus culture before being mixed with
other seeds for sowing.
d. Inoculate all legumes with a standard culture at the rate specified by the
manufacturer of the inoculant according to Iowa DOT Article 4169.04. Do not expose
inoculated seed to direct sunlight for more than 30 minutes. Re -inoculate seed that is
not sown within 8 hours after inoculation prior to use. Pre -inoculated seed with
manufacturer's recommended protective coating may be used in lieu of seed with
Contractor -applied inoculant.
e. When the gravity or cyclone seeder is used for application of seed, inoculate legume
seed according to the manufacturer's recommended procedures, before mixing with
other grass seeds for sowing. Furnish and apply inoculant.
2. Seed Application, Permanent:
a. Prior to seeding, the seedbed will be inspected and approved by the Engineer. Use
methods and procedures consistent with equipment manufacturer's
recommendations; however, do not operate ground -driven equipment at speeds
greater than 10 mph.
b. On all areas accessible to machinery, sow seed with a gravity seeder, endgate
cyclone seeder, or seed drill.
c. On areas inaccessible to field machinery, the use of hand -operated cyclone seeders
will be allowed, but no other hand -seeding methods will be accepted.
d. The application of grass and legume seed with hand seeders on early spring work
must be performed as separate operations. No mixing of the two types of seed will
be allowed.
e. All seeded areas will have one pass with a roller or cultipacker to firm the soil.
3. Seed Application, Temporary:
a. On areas accessible to field machinery, sow seed with an endgate cyclone seeder.
b. On areas inaccessible to field machinery, the use of hand -operated cyclone seeders
will be allowed, but no other hand -operated seeding methods will be accepted.
c. Cover the seed and fertilizer by lightly tilling the seeded area with a disk, rigid harrow,
spring tooth harrow, or field cultivator.
4. Seeding Outside of the Specified Seeding Dates: With the agreement of the Engineer
and at the full responsibility of the Contractor, seeding operations for all seed types may
be conducted outside the specified seeding dates. Should the seeded areas require
reseeding, it must be done as specified and at no additional cost to the Contracting
Authority.
a. Dormant Seeding: When winter dormant seeding is allowed or specified by the
Jurisdiction, complete it when air temperatures are consistently below 40°F and prior
to December 25 of a given year. Dormant seeding is not allowed on snow.
1) Prepare the seedbed before the ground freezes.
2) To ensure protection of the seed, apply on a frosty morning or before a predicted
snow.
3) Seeding may be done by hand or with seeding equipment.
4) For hydraulic seeding, apply the fertilizer at no more than 0.5 pounds nitrogen
per 1000 square feet, followed by the seed.
b. Frost Seeding (Overseeding):
1) Complete frost seeding, also referred to as overseeding, in the spring when the
ground is friable from frost action (February 1 to April 1).
2) Frost seeding is not allowed on more than 1 inch of snow.
3) Seeding can be done with a hand -operated cyclone seeder or other equipment.
4) Seedbed preparation will not be required provided the ground is friable from frost
action.
18 Revised: M8 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9010 - Seedina
3.04 CONVENTIONAL SEEDING (Continued)
F. Mulching:
1. Mulch all conventionally seeded areas the same day the seed is sown. Uniformly
distribute the mulch over the required areas at a rate of 1.5 tons/acre for dry cereal straw,
or native grass straw. Prairie hay is not suitable for Type 1 (lawn seeding).
2. Work the mulch into the soil with mulch anchoring equipment designed to anchor the
mulch into the soil by means of dull blades or disks with a minimum of two passes.
Operate equipment in a manner to minimize displacement of the soil and disturbance of
the design cross-section.
3. Do not operate mulch -blowing equipment on slopes steeper than 2.5 to 1 or on slopes
that may rut. Use attachments to apply mulch without traversing slopes.
4. Do not mulch when wind velocities exceed 15 mph.
3.05 HYDRAULIC SEEDING
A. Order of Operations:
1. Seedbed preparation
2. Seed application, fertilizing, and mulching
B. Seedbed Preparation: Follow seedbed preparation for conventional seeding in Section
9010, 3.04.
C. Seed Preparation: Inoculant, in the quantities specified above, may be applied directly into
the supply tank with seed, water, and other material.
D. Seed Application, Fertilizing, and Mulching:
Application Process:
a. Combination: Place all material, seed, fertilizer, mulch, and tackifier (if applicable) in
hydraulic mulching equipment specifically manufactured for hydraulic seeding.
b. Separate: At the Contractor's option and at no additional cost to the Contracting
Authority, the hydraulic seeding, fertilizing, and mulching may be undertaken
separately. If hydraulic seeding is done separately, add 50 pounds of wood cellulose
fiber complying with Section 9010, 2.07, B as a tracer for each 500 gallons of water in
the hydraulic seeder tank. If operations are undertaken separately, complete
fertilizing and mulching application within 24 hours of completing seeding work. Do
not separate the applications if inclement weather is forecasted within 24 hours of the
scheduled application period.
2. Ensure the hydraulic equipment, pump, and application process do not damage or crack
seeds.
3. Mix materials with fresh potable water using a combination of both recirculation through
the equipment's pump, and mechanical agitation to form a homogeneous slurry.
4. Apply mixture within 1 hour after seed and fertilizer are placed in the hydraulic seeder.
5. If necessary, dampen dry, dusty soil, to prevent balling of the material during application.
19 Revised: 2018 Edition
SUDAS Standard Specifications
3.05 HYDRAULIC SEEDING (Continued)
Division 9 - Site Work and Landscaping
Section 9010 - Seedina
6. Apply the slurry evenly over all specified areas at component material rates specified.
a. Wood Cellulose Mulch:
1) Mulch: Minimum 3,000 lb/acre dry weight.
2) Tackifier: Minimum 50 lb/acre.
b. Bonded Fiber Matrix: Minimum 3,000 lb/acre dry weight.
c. Mechanically -bonded Fiber Matrix: Minimum 3,000 lb/acre dry weight.
7. Retain and count empty bags of mulch to ensure final application rate.
8. Hydromulching maybe done over conventional seeding and/or fertilizing, if approved by
the Engineer.
E. Native Grass, Wildflower, and Wetland Grass Seeding: Hydraulic seeding of native
grasses, wildflowers, and wetland grasses is allowed only if approved by the Engineer. If
allowed, increase specific seed rates by 25%. Do not apply fertilizer.
3.06 PNEUMATIC SEEDING
A. Order of Operations: 1) seedbed preparation, 2) seed preparation, and 3) seed application.
B. Seedbed Preparation: Follow seedbed preparation for conventional seeding in Section
9010, 3.04.
C. Seed Preparation: Follow seed preparation for conventional seeding in Section 9010, 3.04.
Pre -inoculate seed in the quantities specified above prior to placing in the seed equipment.
D. Seed Application:
1. Place all material, seed, fertilizer, and compost in equipment with a calibrated seeder
attachment specifically designed for pneumatic seeding. Do not apply fertilizer with
native grass, wildflower, or wetland seeding.
2. Apply compost to a 1 inch minimum depth on all designated disturbed areas. Apply the
compost with a pneumatic (air blower) system with sufficient power and hose to reach
300 feet. Driving on the soil to apply compost will not be allowed.
3. Inject seed and fertilizer into the top 1/4 inch to 1/2 inch of compost during application
with a calibrated seed injector at the specified rate. Do not inject native grasses and
forbs more than 1/4 inch.
3.07 WATERING
A. Provide water, equipment, transportation, water tanker, hoses, and sprinklers.
B. Use enough water to keep the soil and mulch moist to a depth of 1 inch and ensure growth of
the seed. For turfgrass seeding areas, sufficiently water to keep the soil moist for a minimum
of 21 days. If natural rainfall is adequate to keep the soil and mulch moist, artificial watering
may not be needed.
3.08 RE -SEEDING
A. When all work related to seeding, fertilizing, and/or mulching has been completed on an area,
and is washed out or damaged, re -seed, fertilize, and/or mulch the area at the contract unit
price(s) when so ordered by the Engineer.
B. When work related to seeding, fertilizing, and/or mulching has not been completed in an area
and is washed out or damaged, re -seed, fertilize, and/or mulch the area as necessary at no
additional cost to the Contracting Authority.
20 Revised: 2018 Edition
SUDAS Standard Specifications
3.09 CLEAN UP
Division 9 - Site Work and Landscaping
Section 9010 - Seedinq
All work related to clean up throughout the project and upon completion is the responsibility of the
Contractor, at no additional cost to the Contracting Authority.
A. Remove all excess materials, debris, and equipment upon completion of work.
B. Clean all paved surfaces open for public use at the end of each day and prior to forecasted
precipitation.
C. Repair any damage resulting from seeding operations.
D. Remove hydraulic slurry and other excess debris related to seeding operations from
buildings, landscaping, mulch, pavement, signs, sign posts, and any other areas not specified
for application, at the end of each day.
3.10 ACCEPTANCE AND WARRANTY
A. Acceptance:
1. Guarantee in writing that all work has been completed as specified and provide the date
that all activities were completed. When a warranty is a separately -bid item, this also
establishes the beginning of the warranty period.
2. Acceptance will occur, provided seeded areas are in a live, healthy, growing, and well -
established condition without eroded areas, bare spots, weeds, undesirable grasses,
disease, or insects.
a. Projects without a separately -bid warranty will be accepted no sooner than 60 days
from the date that all activities were completed.
b. When a warranty is established as a bid item and the warranty period exceeds 60
days, projects may be accepted after all specified work, excluding the warranty, is
satisfactorily completed, and a supplemental contract for the warranty is executed
according to the Code of Iowa Section 573.27.
B. Warranty:
1. Required only when established as a bid item by the Engineer.
2. The warranty is to guarantee completed seeding areas for a maximum period of twelve
months.
3. During the warranty period, correct and reseed any defects in the seeded areas and
grass stand, such as weedy areas, eroded areas, and bare spots, until all affected areas
are accepted by the Engineer.
4. Replace or repair to original condition, all damages to property resulting from the seeding
operation or from the remedying of defects, at the Contractor's expense.
5. Replacement costs are the Contractor's responsibility, except for those resulting from
loss or damage due to occupancy of the project in any part, vandalism, civil
disobedience, acts of neglect on the part of others, physical damage by animals,
vehicles, fire, or losses due to curtailment of water by local authority, or by "Acts of God."
END OF SECTION
21 Revised; 2020 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
EROSION AND SEDIMENT CONTROL
PART 1 -GENERAL
1.01 SECTION INCLUDES
A. NPDES General Permit No. 2
B. Stormwater Pollution Prevention Plan (SWPPP)
C. Erosion Control Measures
D. Velocity and Flow Control Measures
E. Sediment Control Measures
F. Application/Installation of Measures
G. Removal/Replacement of Measures
1.02 DESCRIPTION OF WORK
A. Furnish all materials; install, construct, maintain, and remove specified erosion control
devices; at locations specified in the contract documents, or where specified by the Engineer.
B. Complete the required construction work on this project, while minimizing soil erosion and
controlling water pollution. Maintain these features as specified, from initial construction
stages to final completion of the project.
1.03 SUBMITTALS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Upon request, provide copies of all records and documentation related to compliance with the
Iowa DNR NPDES Permit.
B. For grid -tied concrete block mat, submit all manufacturer details, recommendations, and
installation instructions for approval.
C. For manufactured track -out devices, submit a copy of shop drawings and installation
instructions per the manufacturer.
1.04 SUBSTITUTIONS
Comply with Division 1 - General Provisions and Covenants.
1.05 DELIVERY, STORAGE, AND HANDLING
Comply with Division 1 - General Provisions and Covenants.
1.06 SCHEDULING AND CONFLICTS
Comply with Division 1 - General Provisions and Covenants, as well as the following:
A. Implement erosion and sediment control measures at the appropriate time(s).
B. Coordinate construction to minimize damage to erosion and sediment control devices.
1 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.07 SPECIAL REQUIREMENTS
A. Permit:
1. When applicable, comply with the requirements of the Iowa Department of Natural
Resources, NPDES (National Pollutant Discharge Elimination System) General Permit
No. 2 for Stormwater Discharge Associated with Industrial Activity for Construction
Activities, and the Stormwater Pollution Prevention Plan.
2. For projects covered under the Iowa DNR General Permit No. 2, sign on as a
co-permittee with the owner and any other contractors or subcontractors.
3. When applicable, comply with the local jurisdiction's permitting requirements.
B. Protection of Property: Prevent accumulation of soil, sediment, or debris from project site
onto adjoining public or private property. Remove any accumulation of soil or debris
immediately, and take remedial actions for prevention.
C. Permit Compliance: When applicable, conduct all operations in compliance with the Iowa
DNR NPDES General Permit No. 2. Labor, equipment, or materials not included as a bid
item, but necessary to prevent stormwater contamination from construction related sources,
are considered incidental. Incidental work related to compliance with the permit may include,
but is not limited to: hazardous materials protection, fuel containment, waste disposal, and
providing employee sanitary facilities.
D. Project Staging: Replacing erosion and sediment control practices that are damaged or
removed by the contractor in a manner that is inconsistent with the current project staging or
SWPPP is the Contractor's responsibility and will be at the Contractor's expense.
1.08 MEASUREMENT AND PAYMENT
A. Stormwater Pollution Prevention Plan (SWPPP):
1. Preparation:
a. Measurement: Lump sum item; no measurement will be made.
b. Payment: Payment will be at the lump sum price for SWPPP preparation.
c. Includes: Lump sum price includes, but is not limited to, development of a SWPPP
by the Contractor meeting local and state agency requirements, filing the required
public notices, filing a Notice of Intent for coverage of the project under the Iowa DNR
NPDES General Permit No. 2, and payment of associated NPDES permit fees.
d. Other: Item will be paid for upon approval of the SWPPP by the Engineer, and after
the Notice of Intent has been filed by the Contractor.
2. Management:
a. Measurement: Lump sum item; no measurement will be made.
b. Payment: Payment will be at the lump sum price for SWPPP management.
c. Includes: Lump sum price includes all work required to comply with the
administrative provisions of the Iowa DNR NPDES General Permit No. 2; including
record keeping, documentation, updating the SWPPP, filing the Notice of
Discontinuation, etc. Item also includes weekly inspections required to satisfy the
provisions of General Permit No. 2, unless otherwise specified in the contract
documents.
d. Does Not Include: Unit price does not include installation or maintenance of erosion
and sediment control practices.
e. Other: The Engineer may make partial payments based on estimates of the project
completion. Final payment will be made when the site reaches final stabilization and
the Notice of Discontinuation is filed.
Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
B. Compost Blankets:
1. Measurement: Measurement will be in square feet for each thickness of compost
blanket.
2. Payment: Payment will be at the unit price per square foot for each thickness of
compost blanket.
3. Includes: Unit price includes, but is not limited to, furnishing and spreading compost
over the designated area.
C. Filter Berms:
1. Measurement: Measurement will be in linear feet for each size of filter berm, measured
longitudinally along the top of the berm.
2. Payment: Payment will be at the unit price per linear foot for each size of berm.
3. Includes: Unit price include, but is not limited to, furnishing material and constructing the
filter berm, including vegetation if specified.
D. Filter Socks:
1. Installation:
a. Measurement: Measurement will be in linear feet for each size of filter sock.
b. Payment: Payment will be at the unit price per linear foot for each size of filter sock.
c. Includes: Unit price includes, but is not limited to, anchoring stakes.
2. Removal:
a. Measurement: Measurement will be in linear feet of filter sock removed.
b. Payment: Payment will be at the unit price per linear foot of filter sock removed.
c. Includes: Unit price includes, but is not limited to, restoration of the area to finished
grade and off -site disposal of filter socks and accumulated sediment.
E. Temporary Rolled Erosion Control Products (RECP):
1. Measurement: Measurement will be in square yards, based on the width specified in the
contract documents and actual measured length, for each type of temporary RECP.
a. Areas of RECP buried in trenches or covered by overlaps along seams will not be
measured.
b. For each blanket check installed, the Engineer will add 4 feet of length to the
measured quantity.
2. Payment: Payment will be at the unit price per square yard for each type of temporary
RECP.
3. Includes: Unit price includes, but is not limited to, excavation, staples, anchoring
devices, and material for anchoring slots.
F. Wattles:
1. Installation:
a. Measurement: Measurement will be in linear feet for each type and size of wattle.
b. Payment: Payment will be at the unit price per linear foot for each type and size of
wattle.
c. Includes: Unit price includes, but is not limited to, anchoring stakes.
Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
2. Removal:
a. Measurement: Measurement will be in linear feet of wattle removed.
b. Payment: Payment will beat the unit price per linear foot of wattle removed.
c. Includes: Unit price includes, but is not limited to, restoration of the area to finished
grade and off -site disposal of wattle and accumulated sediment.
G. Check Dams:
1. Rock Check Dams:
a. Measurement: Measurement will be in ton of stone installed.
b. Payment: Payment will be at the unit price per ton of stone installed.
c. Includes: Unit price includes, but is not limited to, engineering fabric.
2. Manufactured Check Dams:
a. Installation:
1) Measurement: Measurement will be in linear feet for each type and size of
manufactured check dam.
2) Payment: Payment will be at the unit price per linear foot for each type and size
of manufactured check dam.
3) Includes: Unit price includes, but is not limited to, anchoring stakes.
b. Removal:
1) Measurement: Measurement will be in linear feet for each type of manufactured
check dam removed.
2) Payment: Payment will be at the unit price per linear foot for each type of
manufactured check dam removed.
3) Includes: Unit price includes, but is not limited to, restoration of the area to
finished grade and off -site disposal of manufactured check dam and accumulated
sediment.
3. Fiber Logs: Filter sock and wattles utilized for check dams will be measured and paid
for according to 9040, 1.08, D and 9040, 1.08 F respectively.
H. Temporary Earth Diversion Berms:
1. Measurement: Measurement will be in linear feet for each type and size of temporary
earth diversion berm.
2. Payment: Payment will be at the unit price per linear foot of temporary earth diversion
berm.
3. Includes: Unit price includes, but is not limited to, removal of the berm upon completion
of the project.
I. Level Spreaders:
1. Measurement: Measurement will be in linear feet of level spreaders.
2. Payment: Payment will be at the unit price per linear foot of level spreader.
3. Includes: Unit price includes, but is not limited to, maintaining the spreader during the
period of construction and removal upon completion of the project, unless otherwise
specified in the contract documents.
4 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
J. Rip Rap:
1. Measurement: Measurement will be in tons for each type of rip rap.
2. Payment: Payment will be at the unit price per ton of rip rap.
3. Includes: Unit price includes, but is not limited to, engineering fabric.
K. Temporary Pipe Slope Drains:
1. Measurement: Measurement will be in linear feet for each type and size of temporary
pipe slope drain, measured from end of apron to end of apron.
2. Payment: Payment will be at the unit price per linear foot for each type and size of pipe.
3. Includes: Unit price includes, but is not limited to, excavation, furnishing and installing
pipe and pipe aprons, grading, and removal of the slope drain upon completion of the
project.
L. Temporary Sediment Basin:
1. Outlet Structure:
a. Measurement: Each size of temporary sediment basin outlet structure will be
counted.
b. Payment: Payment will be at the unit price for each temporary sediment basin outlet
structure.
c. Includes: Unit price includes, but is not limited to, concrete base, dewatering device,
anti -vortex device, outlet pipe, and anti -seep collars (if specified).
d. Does Not Include: Unit price does not include earthwork required for construction of
the temporary sediment basin.
2. Removal of Sediment:
a. Measurement: Each occurrence of sediment removal will be counted.
b. Payment: Payment will be at the unit price for each occurrence of sediment
removal.
c. Includes: Unit price includes, but is not limited to, dewatering and removal and off -
site disposal of accumulated sediment.
3. Removal of Outlet Structure:
a. Measurement: Each temporary sediment basin outlet structure removed will be
counted.
b. Payment: Payment will be at the unit price for each temporary sediment basin outlet
structure removed.
c. Includes: Unit price includes, but is not limited to, dewatering and off -site disposal of
the outlet structure, concrete base, emergency spillway, and accumulated sediment.
d. Does Not Include: Unit price does not include earthwork required to remove the
temporary sediment basin and restoration of the area to finished grade.
M. Sediment Trap Outlet:
Installation:
a. Measurement: Measurement will be in tons of crushed stone placed.
b. Payment: Payment will be at the unit price per ton of crushed stone.
c. Includes: Unit price includes, but is not limited to, engineering fabric.
d. Does Not Include: Unit price does not include earthwork required for construction of
the sediment trap.
5 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
2. Removal of Sediment:
a. Measurement: Each occurrence of sediment removal will be counted.
b. Payment: Payment will be at the unit price for each occurrence of sediment
removal.
c. Includes: Unit price includes, but is not limited to, dewatering and removal and off -
site disposal of accumulated sediment.
3. Removal of Device:
a. Measurement: Each sediment trap outlet removed will be counted.
b. Payment: Payment will be at the unit price for each sediment trap outlet removed.
c. Includes: Unit price includes, but is not limited to, dewatering and off -site disposal of
sediment trap outlet and accumulated sediment.
d. Does Not Include: Unit price does not include earthwork required to remove the
sediment trap outlet and restoration of the area to finished grade.
N. Silt Fence or Silt Fence Ditch Check:
Installation:
a. Measurement: Measurement will be in linear feet of silt fence or silt fence ditch
check.
b. Payment: Payment will be at the unit price per linear foot of silt fence or silt fence
ditch check.
c. Includes: Unit price includes, but is not limited to, anchoring posts.
Removal of Sediment:
a. Measurement: Each occurrence of sediment removal will be counted.
b. Payment: Payment will be at the unit price for each occurrence of sediment
removal.
c. Includes: Unit price includes, but is not limited to, dewatering and removal and off -
site disposal of accumulated sediment.
3. Removal of Device:
a. Measurement: Measurement will be in linear feet of silt fence removed.
b. Payment: Payment will be at the unit price per linear foot of silt fence removed.
c. Includes: Unit price includes, but is not limited to, restoration of the area to finished
grade and off -site disposal of fence, posts, and accumulated sediment.
O. Stabilized Construction Exit:
1. Track -out Control by Square Yard:
a. Measurement: Measurement will be in square yards of material or manufactured
track -out pad placed.
b. Payment: Payment will be at the unit price per square yard of material or
manufactured track -out pad placed.
c. Includes: Unit price includes, but is not limited to, subgrade stabilization fabric,
removal and disposal of accumulated sediment, and removal and disposal of track -
out control stone and manufactured pad.
2. Track -out Control by Ton:
a. Measurement: Measurement will be in tons of material placed.
b. Payment: Payment will be at the unit price per ton of material placed.
c. Includes: Unit price includes, but is not limited to, subgrade stabilization fabric.
6 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
P. Dust Control:
1. Water for Dust Control:
a. Measurement: Measurement will be by metering of water applied to haul roads and
other areas to control dust. If metering is not available, measurement will be by
counting the loads from a transporting tank of known volume and gauging the
contents of the transporting truck for partial loads.
b. Payment: Payment will be at the unit price per 1,000 gallons of water used.
c. Includes: Unit price includes, but is not limited to, furnishing, transporting, and
distributing water to the haul road.
2. Dust Control Product:
a. Measurement: Measurement will be in square yards of the treated area.
b. Payment: Payment will be at the unit price per square yard of product applied.
c. Includes: Unit price include, but is not limited to, furnishing and incorporating the
dust control product.
Q. Erosion Control Mulching:
1. Conventional Mulching:
a. Measurement: Measurement will be in acres of conventional mulch.
b. Payment: Payment will be at the unit price per acre of conventional mulch.
c. Includes: Unit price includes, but is not limited to, furnishing and incorporating
mulch in the area designated in the contract documents.
2. Hydromulching:
a. Measurement: Measurement will be in acres for each type of hydromulch.
b. Payment: Payment will be at the unit price per acre for each type of hydromulch.
c. Includes: Unit price includes, but is not limited to, furnishing mulch and tackifier (if
applicable), providing equipment specific to hydromulching, and applying the mulch
to the specified area.
R. Turf Reinforcement Mats (TRM):
1. Measurement: Measurement will be in square yards for each type of turf reinforcement
mat.
2. Payment: Payment will be at the unit price per square yard for each type of turf
reinforcement mat.
3. Includes: Unit price includes, but is not limited to, excavation, staples, anchoring
devices, and material for anchoring slots.
S. Intentionally left blank
T. Inlet Protection Device:
1. Installation:
a. Measurement: Each type of inlet protection device will be counted.
b. Payment: Payment will be at the unit price for each inlet protection device.
c. Includes: Unit price includes, but is not limited to, removal of the device upon
completion of the project.
Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
2. Maintenance:
a. Measurement: Each inlet protection device maintenance occurrence will be
counted.
b. Payment: Payment will be at the unit price for each inlet protection device
maintenance occurrence.
c. Includes: Unit price includes, but is not limited to, removal and off -site disposal of
accumulated sediment.
U. Flow Transition Mat:
1. Measurement: Measurement will be in square feet of flow transition mat.
2. Payment: Payment will be at the unit price per square foot of flow transition mat.
3. Includes: Unit price includes, but is not limited to, anchoring devices.
V. End of Season Temporary Erosion Control:
1. Measurement: Measurement will be in acres of end of season temporary erosion control
applied.
2. Payment: Payment will be at the unit price per acre for end of season temporary erosion
control.
3. Includes: Unit price includes, but is not limited to, furnishing, placing, and maintaining
the end of season temporary erosion control throughout the winter season.
W. Linear Erosion Control:
When linear erosion control is specified, select an appropriate erosion control practice for use
as perimeter control, inlet protection, slope length reduction, or flow diversion. Allowable
linear erosion control practices include filter socks, wattles, or silt fence as described in
Section 9040.
1. Installation:
a. Measurement: Measurement will be in linear feet of linear erosion control installed.
No distinction will be made between practices.
b. Payment: Payment will be at the unit price per linear foot for linear erosion control.
c. Includes: Unit price includes, but is not limited to, anchoring posts and anchoring
stakes.
2. Removal:
a. Measurement: Measurement will be in linear feet of linear erosion control removed.
No distinction will be made between practices.
b. Payment: Payment will be at the unit price per linear foot of linear erosion control
removed.
c. Includes: Unit price includes, but is not limited to, restoration of the area to finished
grade and off -site disposal of fence, filter socks, wattles, anchoring posts, anchoring
stakes, and accumulated sediment.
8 Revised: 2026 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
1.08 MEASUREMENT AND PAYMENT (Continued)
X. Grid -Tied Concrete Block Mat (GTCBM):
1. Grid Tied Concrete Block Mat:
a. Measurement: Measurement will be the plan quantity in square yards of the finished
surface of GTCBM. Areas of GTCBM placed in edge trenches, anchor trenches, or
overlapped at mat seams will not be measured.
b. Payment: Payment will be at the unit price per square yard of grid -tied concrete
block mat installed.
c. Includes: Unit price includes, but is not limited to, anchor trenches, underlayments,
ground anchors, ties, and splicing.
2. GTCBM Concrete Anchor Trench:
a. Measurement: Measurement will be in linear feet of GTCBM concrete anchor
trench.
b. Payment: Payment will be at the unit price per linear foot of GTCBM concrete
anchor trench.
c. Includes: Unit price includes, but is not limited to, excavation, concrete, and
installation.
9 Revised: 2026 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
PART 2 - PRODUCTS
2.01 COMPOST BLANKETS
Comply with Section 9010, 2.07, C for compost material requirements for compost blankets.
2.02 COMPOST BLANKET TACKIFIER
A. Use a biodegradable, organic binding agent or polyacrylamide that can be mixed with, or
injected into, compost as it is placed, which is not detrimental to the establishment of
vegetation.
B. Use in compost blankets when specified in the contract documents.
C. Apply at the rate recommended by the manufacturer.
2.03 FILTER MATERIAL
Material for use in filter socks and other areas, as specified in the contract documents.
A. Use material derived from wood, bark, or other, non -toxic vegetative feedstocks.
B. Use material with no visible admixture of refuse or other physical contaminants, nor any
material toxic to plant growth.
C. Use material meeting the following particle sizes:
Table 9040.01: Filter Material Size
Sieve Size
Percent Passing'
2"
100
1 "
90-100
3/8"
0-30
The target flow rate of in -place material is 10 gal/min/If. The Engineer may
approve use of alternate materials meeting the target flow rate.
2.04 SLASH MULCH
Material for use in filter berms, and other areas as specified in the contract documents, to slow,
filter, and divert stormwater runoff.
A. Raw wood slash from hard or soft timber harvested during clearing and grubbing operations
within the project area.
B. Product of a mechanical chipper, hammermill, or tub grinder.
C. Maximum length of individual pieces shall not exceed 20 inches.
D. Maximum width of individual pieces shall not exceed 2 inches.
10 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.05 FILTER SOCK
A. For slope and sediment control applications, use a continuous, tubular, knitted, mesh netting
with 3/8 inch openings, constructed of 5 mil thickness, photodegradable HDPE.
B. For inlet protection, use a continuous, tubular, knitted, mesh netting with 3/8 inch openings,
constructed of 500 denier polypropylene.
C. Use 1 inch by 2 inch (minimum) hardwood stakes or stakes of equivalent strength.
2.06 TEMPORARY ROLLED EROSION CONTROL PRODUCTS (RECP)
Use temporary rolled erosion control products that are classified and have material properties
according to the Erosion Control Technology Council's (ECTC) guidelines as follows:
A. Material Classification:
1. RECP Type 1 (Ultra Short-term): Functional longevity of 3 months and classified as
follows:
a. RECP Type 1.A: Mulch control netting or open weave textile consisting of a
photodegradable synthetic mesh or woven biodegradable natural fiber netting.
b. RECP Type 1.8: Netless rolled erosion control blankets, consisting of natural and/or
polymer fibers, mechanically interlocked and/or chemically adhered together to form
a RECP.
c. RECP Type 1.C: Single -net erosion control blankets consisting of processed
degradable natural and/or polymer fibers, mechanically bound together by a single
rapidly -degrading, synthetic or natural fiber netting.
d. RECP Type 1.D: Double -net erosion control blankets, consisting of processed
degradable natural and/or polymer fibers, mechanically bound together between two
rapidly -degrading, synthetic or natural fiber nettings.
2. RECP Type 2 (Short-term): Functional longevity of 12 months and classified as follows:
a. RECP Type 2.A: Netting or open weave textile consisting of a photodegradable
synthetic mesh or woven biodegradable natural fiber netting.
b. RECP Type 2.13: Netless rolled erosion control blankets, consisting of natural and/or
polymer fibers, mechanically interlocked and/or chemically adhered together to form
a RECP.
c. RECP Type 2.C: Single -net erosion control blankets and open weave textiles,
consisting of an erosion control blanket composed of processed degradable natural
or polymer fibers, mechanically bound together by a single degradable synthetic or
natural fiber netting.
d. RECP Type 2.113: Double -net erosion control blanket, consisting of processed
degradable natural and/or polymer fibers, mechanically bound together between two
degradable synthetic or natural fiber nettings.
3. RECP Type 3 (Extended Term): Functional longevity of 24 months and classified as
follows:
a. RECP Type 3.A: Open weave textiles consisting of a slow -degrading synthetic mesh
or woven natural fiber netting.
b. RECP Type 3.13: Erosion control blankets consisting of processed slow -degrading
natural or polymer fibers, mechanically bound together between two slow -degrading
synthetic or natural fiber nettings to form a continuous matrix.
11 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.06 TEMPORARY ROLLED EROSION CONTROL PRODUCTS (RECP) (Continued)
4. RECP Type 4 (Long Term): Functional longevity of 36 months and classified as follows:
a. RECP Type 4.A: Open weave textiles consisting of processed slow -degrading
natural or polymer yarns or twines woven into a continuous matrix.
b. RECP Type 4.113: Erosion control blankets consisting of processed slow degrading
natural or polymer fibers mechanically bound together between 2 slow degrading
synthetic or natural fiber nettings to form a continuous matrix.
B. Properties and Performance:
1. Testing performed according to the ECTC's Testing Procedures for Rolled Erosion
Control Products. Verify manufacturer's test results by independent testing.
2. Material properties meeting the ECTC Standard Specifications for Rolled Erosion Control
Products are summarized as follows:
Table 9040.02: Rolled Erosion Control Products
Type
Shear Z
StreSt2)
Max. Slope
(H:V)
Material
Thickness
C
Factor4
Tensile Strength
MD5
(Ibs/ft)
TD5
(Ibs/ft)
1.A'
z 1.0
5:1
z 0.03
5 0.10
z 125
>_ 10
1.13
z1.0
3:1
z0.30
50.10
z125
z10
1.0
z1.5
3:1
z0.25-50.50
50.10
z60
z20
1.D
z1.75
2:1
z0.25-50.50
50.10
z75
z40
2.Aa
>_ 1.0
5:1
>_ 0.03
<_ 0.10
>_ 125
>_ 10
2.13
>_1.0
3:1
>_0.30
:50.10
z125
>_10
2.0
>_1.5
3:1
>_0.25-50.50
:50.10
z60
>_20
2.D
>_ 1.75
2:1
? 0.25 -.5 0.50
<_ 0.10
> 75
>_ 40
3.A
>_2.0
2:1
>_0.20-50.40
50.05
>_100
>_40
3.13
z2.0
1.5:1
>_0.25-50.50
:50.05
>_100
z40
4.A
z 2.25
1:1
z 0.20 - 5 0.40
5 0.05
z 100
z 40
4.13
z2.25
1:1
z0.25-50.50
50.05
z100
z40
C Factor and permissible shear stress for Types 1.A and 2.A mulch control netting must be obtained with netting used
In conjunction with pre -applied mulch material.
z Required minimum shear stress RECP (unvegetated) can sustain without physical damage or excess eroslon (z 0.5 in
soil loss) during a 30 minute flow event in large-scale performance testing, ASTM D 6460 or equivalent test acceptable
to the Engineer.
3 This value represents the maximum gradient on which the product should be utilized for rainfall/slope application.
4 Maximum C Factor from standardized large-scale rainfall performance testing, ASTM D 6459 or equivalent test
acceptable to the Engineer.
a Machine direction and transverse direction (cross -machine direction).
C. RECP Anchors: Stakes or staples as recommended by manufacturer, with a minimum
length of 6 inches.
2.07 WATTLES
A. Netting: Open weave, degradable netting. Nominal diameter of 9 inches, or as specified.
B. Fill Material: Straw, wood excelsior, coir, or other natural materials approved by the
Engineer.
C. Stakes: 1 inch by 1 inch (minimum) wooden stakes, or stakes of equivalent strength.
12 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.08 CHECK DAMS (DITCH CHECK)
A. Synthetic Permeable Check Dam (HDPE):
1. Ditch Berm:
a. Installed height of 9 to10 inches.
b. Manufactured check dam constructed from sheets of perforated, UV -stabilized HDPE.
c. Perforations of 30 to 40% open area.
2. RECP for Permeable Check Dam (when specified): RECP Type 4, 4 feet wide.
3. Anchors: As recommended by the manufacturer.
B. Triangular Foam Check Dam: Triangular -shaped device with a height of 8 to 10 inches and
a base of 16 to 20 inches.
1. Inner Support Material: Urethane foam.
2. Outer Cover: Woven geotextile material shaped to fit around the inner support material,
extending 2 to 3 feet beyond the bottom edge of the triangular -shaped inner support.
3. RECP for Triangular Foam Check Dam: RECP Type 4, 4 feet wide.
C. Rock Check Dam:
1. Aggregate: Erosion stone complying with Iowa DOT Article 4130.04.
2. Engineering Fabric: Comply with Section 9040, 2.22.
D. Fiber Log: Provide filter sock complying with 9040, 2.05 or wattle complying with 9040, 2.07.
E. RECP Blanket Pillow Check: Utilize standard RECP specified for ditch or swale lining to
form RECP blanket pillow check.
F. Rock/Sand Bags:
1. Bags:
a. Woven polypropylene fabric sewn together with double stitching.
b. Overall size of at least 14 inches by 26 inches.
c. Minimum grab strength of 90 pounds per ASTM D 4632.
d. UV stability of 70% per ASTM D4355
2. Aggregate: Clean 1 inch nominal crushed stone or gravel.
2.09 LEVEL SPREADERS
A. Provide 2 inch by 8 inch (minimum) pressure -treated timber of the length specified.
B. Use timbers that are relatively straight and have a minimum length of 5 feet each.
13 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.10 RIP RAP
A. Class A Revetment: Comply with Iowa DOT Section 4130.
B. Class B Revetment: Comply with Iowa DOT Section 4130,
C. Class D and E Revetment: Comply with Iowa DOT Section 4130.
D. Erosion Stone: Comply with Iowa DOT Section 4130.
2.11 TEMPORARY PIPE SLOPE DRAINS
A. PVC, HDPE, and metal pipes as specified in Section 4020. 2.01.
B. HDPE, Type C (corrugated interior).
C. All pipes listed are allowed for use within the right-of-way.
2.12 TEMPORARY SEDIMENT BASIN OUTLET STRUCTURES
A. Base: Class C concrete unless otherwise specified in the contract documents.
B. Riser: CMP complying with Section 4020; diameter as specified in the contract documents.
C. Dewatering Device:
1. Drill holes in the riser of the number, diameter, and at the elevation specified in the
contract documents.
2. 1/4 inch by 1/4 inch or 1/2 inch by 1/2 inch wire mesh for hardware cloth.
D. Barrel: CMP complying with Section 4020; diameter as specified in the contract documents.
E. Anti -Vortex Device: CMP complying with Section 4020; diameter according to I°i ure
9040.116 and riser diameter as specified in the contract documents.
F. Anti -Seep Collar:
1. Manufactured anti -seep collar constructed of Corrugated metal, HDPE, or gum rubber.
2. Size according to manufacturer's recommendations. Ensure overall collar width and
height is at least 3 feet larger than outlet pipe's nominal diameter.
G. Sediment Baffle: Provide silt fence complying with Section 9040, 2.14.
2.13 SEDIMENT TRAPS
A. Erosion Stone: Comply with Section 9040, 2.10.
B. Engineering Fabric: Comply with Section 9040, 2.22.
14 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.14 SILT FENCE
A. Fabric: Comply with Iowa DOT Article 4196.01.
B. Posts: 4 foot minimum steel (T-section) weighing at least 1.25 pounds per foot, exclusive of
anchor plate. Painted posts are not required.
C. Fastener: Wire or plastic ties with a minimum tensile strength of 50 pounds.
2.15 STABILIZED CONSTRUCTION EXIT
A. Stone Exit: Comply with Iowa DOT Section 4122, Gradation 13, Macadam crushed stone.
B. Subgrade Stabilization Material: Use woven, UV -stabilized geotextile with a minimum
tensile strength of 135 lb/ft.
C. Manufactured Track -out Pad:
1. Must be approved by the Engineer.
2. Provide a manufactured device intended to reduce track -out of sediment by flexing and
vibrating tires as vehicles pass across the surface.
3. Capable of supporting anticipated construction vehicle and equipment loads per
manufacturer's recommendations.
2.16 DUST CONTROL
A. Water: Use potable water or water from a source approved by the engineer.
B. Calcium Chloride: Comply with Iowa DOT Article 4194.01.
C. Lignosulfonate (Tree Sap): Use a commercially -available product with known lignin
content.
D. Soapstock (Soybean Oil):
1. Use a commercially -available, undiluted, soybean oil soapstock emulsion.
2. Comply with manufacturer's recommendations for storage, transportation, temperature,
and application equipment requirements.
2.17 EROSION CONTROL MULCH
A. Conventional Mulch:
1. Use dry cereal straw (oats, wheat, barley, or rye) or native grass straw.
2. Use material that is free of noxious weeds, seed -bearing stalks, or roots, and will be
inspected and approved by the Engineer prior to use.
3. Other materials, subject to the approval of the Engineer, may be used.
15 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.17 EROSION CONTROL MULCH (Continued)
B. Hydromulch:
1. Wood Cellulose Mulch: Comply with Section 9010, 2.07.
2. Bonded Fiber Matrix (BFM): Comply with Section 9010, 2.07.
3. Mechanically Bonded Fiber Matrix (MBFM): See Section 9010, 2.07.
2.18 TURF REINFORCEMENT MATS (TRM)
A. Material Classification:
1. Type 5.A, 5.13, 5.C, 5.1), and 5.E Turf Reinforcement Mat: Composed of UV -stabilized
non -degradable synthetic fibers, filaments, nets, wire mesh and/or other elements
processed into a permanent, three dimensional matrix that may be supplemented with
degradable components.
2. Type 5.F High Performance Turf Reinforcement Mat: A product composed of UV -
stabilized, non -degradable, synthetic fibers, filaments, nets, wire mesh and/or other
elements, processed into a permanent, three dimensional matrix.
B. Properties and Performance: Meet the minimum material and performance requirements
contained in the following table:
Table 9040.03: Turf Reinforcement Mats
Property
Test
Type
5.A
5.13
5.0
5.D
5.E
SY
Method
Tensile Strength
(MD)
ASTM
D 6818
z 150 Ibs/ft2
>_ 175 Ibs/ftz
3 200 Ibs/ft2
z 325 Ibs/ftz
> 1,500 Ibs/ft22:
3,000 Ib8/ft2
Tensile Strength
(TD)
ASTM
D 6818
z 150 Ibs/ft2
z 175 Ibs/ft2
z 200 Ibs/ft2
z 225 Ibs/ft2
1,500 Ibs/ft2>_
3,000 Ibs/ft2
m
Material Mass /
ASTM
Z 8.0 oz./02
z 8.0 oz./yd2
z 8.0 oz./yd2
z 8.0 oz./yd2
z 8.0 oz./yd2
z 8.0 oz./yd2
Unit Area
D 6566
Thickness
ASTM
D 6525
> 0.25 in
>_ 0.25 in
z 0.25 In
>_ 0.25 in
>_ 0.25 in
z 0.25 in
UV Stability
ASTM
80% @
80% @
80% @
80% @
90% @
80% @
D 4355
500 hrs
500 hrs
1,000 hrs
1,000 hrs
1,000 hrs
3,000 hrs
Slope Application
Max. Gradient
N/A
1:1
1:1
0.5:1
0.5:1
0.5:1
0.5:1
H:V
m
c
Unvegetated
Shear Stress4
ASTM
Z2.0 Ib/ftz
2.0 Ib/ftz
2.0 Ib/ft2z2.0
Ib/ftz
2.0 Ib/ftz
z 2.0 Ib/ftz
L
°t
Vegetated Shear
ASTM
Z 6.0 lb
z 8.0 Ib/ft2
z 10.0 Ib/ft2
z 12.0 lb
z 12.0 Ib/ft2
z 14.0 ib/ft2
a
Stress
D 6460
Seedling
Emergence
ASTM
D 7322
z 250%
z 250%
z 250%
z 250%
2-250%
z 250%
Refer to the ECTC Specifications for details of testing requirements and assumptions.
16 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.19 INLET PROTECTION
A. Drop -in Intake Protection:
1. Use a manufactured device that is inserted into the intake and is capable of trapping or
filtering sediment from runoff prior to entering the storm sewer.
2. All components must be contained entirely below the surface of the intake grate.
3. Incorporate means of emergency outflow to prevent flooding if plugged with sediment.
B. Surface -applied Intake Protection:
1. Use devices or filter socks, placed around or over the intake, that are capable of trapping
or filtering sediment from runoff prior to entering the storm sewer.
2. Do not allow the device to completely block or plug the intake, preventing inflow.
2.20 FLOW TRANSITION MATS
Comply with the following and Iowa DOT Materials I.M. 469.10.
A. Mat: Constructed of 85% minimum UV resistant material with a maximum ground cover of
80%. Meet the requirements of Table 9040.04.
Table 9040.04: Flow Transition Mats
Property
Test Method
Value
Mass/Unit Area max.
ASTM D 6566
3 Ibs/SF
Minimum Thickness
ASTM D 6525
0.4 inch
Maximum Thickness
ASTM D 6525
1 inch
Wide Width Tensile Strength
ASTM D 6818
2,500 Ibs/ft
Minimum Percent Open Area
ASTM D 6567
Calculated
20%
UV Stability
ASTM D 4355
85%
Manning's n
Calculated
0.039
B. Anchoring Devices:
1. Furnish bullet tip style anchors made of a metal alloy attached to a wire rope.
2. Anchors capable of withstanding a minimum 300 pounds (136 kg) of pullout resistance in
cohesive soils.
3. Wire rope a minimum of 30 inches (762 mm) in length with a minimum breaking strength
of at least 300 pounds (136 kg).
4. The top washer a minimum of 3 inches (76 mm) in diameter and constructed of a UV
resistant plastic.
5. Each anchor equipped to allow the retightening of the anchor when deemed necessary
by the Engineer.
17 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.21 Grid Tied Concrete Block Mat
Grid tied concrete block mat is manufactured from individual concrete blocks that are cast
integrally with a geogrid to form an erosion control mat. The resulting mat is supplied and
transported in a rolled form.
A. Blocks:
1. Manufacture blocks with concrete complying with the cement requirements of ASTM C
150 and the aggregate requirements of ASTM C 33.
2. Minimum compressive strength of 5,000 psi at 28 days.
3. Furnish blocks that have a minimum weight of 3 pounds per block. Do not allow
completed mat weight to exceed 10 pounds per square foot.
4. Ensure blocks have a flat -top pyramid shape with a nominal base of 6.5 inches by 6.6
inches and a height between 2.25 and 2.5 inches.
5. Place blocks no further than 1.5 inches apart.
6. Ensure missing concrete due to chipping or cracking does not exceed 15% of the
average concrete unit weight.
B. Grid:
1. Open -knitted fabric composed of high tenacity, multifilament polypropylene yarns knitted
and coated tension to form a stable grid structure. Comply with the material requirements
of Table 9040.05.
2. Embed the grid within the base of each of the concrete blocks.
3. When mats will be installed adjacent to each other:
a. Extend the geogrid 12 inches beyond one long edge of the mat to allow for overlap
with the adjacent mat.
b. Extend the geogrid 12 inches beyond one end of the roll to allow for overlap with an
abutting mat.
Table 9040.05: Grid Tied Concrete Block Mat Grid Properties
Property'
Test Method
Value
Aperture Size
Measured Length
1.4 to 1.9 inches
Ultimate Tensile Strength
ASTM D 6637
2,055 Ib/ft
Elongation at Break
ASTM D 6637
6% max.
Tensile Strength @ 2%
ASTM D 6637
822 Ib/ft min.
Tensile Strength @ 5%
ASTM D 6637
1,640 Ib/ft min.
Tensile Modulus @ 2%
ASTM D 6637
41,000 Ib/ft min.
Tensile Modulus 5%
ASTM D 6637
32,800 Ib/ft min.
All values apply to both the machine direction and cross machine direction.
18 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
2.21 Grid Tied Concrete Block Mat (Continued)
C. Underlayment Materials:
1. Use a Type 2D or 313 RECP base layer composed of curled wood excelsior.
2. If required by the manufacturer, provide five -pick leno weave polypropylene netting top
layer to add strength and support to the underlying RECP.
3. Depending on the site conditions, additional or alternative underlayment materials may
be specified in the contract documents.
4. The underlayments may be attached to the GTCBM during manufacture.
5. When GTCBM will be installed adjacent to each other:
a. Extend the RECP underlayment 6 inches beyond one long edge of the mat to allow
for overlap with the adjacent mat.
b. Extend the RECP underlayment 6 inches beyond one end of the roll to allow for
overlap with an abutting mat.
D. Anchors and Ties:
1. U-Anchors: Provide No. 3 deformed bars shaped in a "U" with 18 inch long legs.
2. Ties: Provide 20 inch long, type 304 stainless steel zip ties with a minimum tensile
strength of 250 pounds.
E. Performance: Comply with the minimum requirements of Table 9040.07 when tested with a
backing material on a non -vegetated surface. Verify performance with full-scale laboratory
testing performed by an independent third -party testing facility.
Table 9040.07: Grid Tied Concrete Block Mat Performance
Property
Test Method
Bed Sloe
Value
Shear Stress
ASTM D 6460
10% & 20%
18 Ib/ft2
Velocity
ASTM D 6460
10% & 20%
30 ft/sec
2.22 ENGINEERING FABRIC
Comply with Iowa DOT Article 4196.01, B, 3.
19 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
PART 3 - EXECUTION
3.01 SWPPP PREPARATION
A. Prepare a SWPPP according to the requirements of the Iowa DNR NPDES General Permit
No. 2.
B. Ensure that controls utilized in the SWPPP conform to the type and quantity of erosion and
sediment controls specified in the contract documents.
C. Submit the completed SWPPP to the Engineer for review and approval prior to filing the
Notice of Intent.
D. Upon approval of the Engineer, file public notices, as required by the NPDES General Permit
No. 2.
E. File the Notice of Intent and fee, as required by the NPDES General Permit No. 2.
3.02 SWPPP MANAGEMENT
Coordinate and carry out all requirements of Iowa DNR NPDES General Permit No. 2 and any
local ordinance requirements, including:
A. Update the SWPPP according to the requirements of the NPDES General Permit No. 2.
B. Revise the SWPPP and implement changes, as necessary, to prevent sediment or
hazardous materials from being transported off the site.
C. Submit all SWPPP revisions to the Engineer for review and approval.
D. Perform and maintain records of weekly erosion and sediment control site inspections, unless
otherwise specified in the contract documents.
E. Maintain records of transfer of responsibility under the NPDES General Permit No. 2.
F. Retain all records on -site, or as required by the NPDES General Permit No. 2.
G. After final stabilization, file a Notice of Discontinuation, according to the NPDES General
Permit No. 2.
H. Provide all records and documentation to the Engineer upon completion of the project.
Retain a copy of all records for the period required under the Permit.
I. Continue to perform the work required under this item throughout the duration of the project,
and until final stabilization is achieved and a Notice of Discontinuation is filed.
3.03 EROSION AND SEDIMENT CONTROL INSPECTION
A. Perform inspections according to and at frequency required by the Iowa DNR NPDES
General Permit No. 2.
B. Schedule necessary maintenance or improvements for items included in the contract
documents.
C. Notify the Engineer immediately of situations requiring attention beyond that provided for in
the contract documents.
D. Provide copies of the inspection reports to the Engineer.
20 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.04 EQUIPMENT
Comply with Iowa DOT Article 2601.03.
3.05 COMPOST BLANKETS (Figure 9040.101)
A. Loosen the ground surface to a minimum depth of 1 inch.
B. Evenly spread compost, as specified in the contract documents, or as directed by the
Engineer.
C. Divert concentrated flows away from the slope.
D. Do not operate heavy equipment over the compost blanket after placement, or throughout the
required period of protection.
E. Inspect the ground under the blanket at regular intervals for signs of erosion.
3.06 FILTER BERMS (Figure 9040.102)
A. Install filter berm along the contour of the slope and perpendicular to sheet flow as specified
in the contract documents, or as directed by the Engineer.
B. Turn the beginning and ends of the filter berm installation uphill to create a "J" shape at each
end to prevent runoff from flowing around the end of the berm.
C. For slopes that receive runoff from above, place a filter berm at the top of the slope to control
the velocity and spread flow.
D. Ditch Checks:
1. When filter berms are allowed for ditch checks, extend the berm up the side slopes of the
ditch to prevent flow from bypassing around the edges of the berm.
2. Ensure the bottom of the berm on the slope is higher in elevation than the top of the berm
in the middle of the ditch.
3. Construct standard filter berm with a base of 5 to 7 feet and minimum height of 24 inches.
4. Construct compact filter berm with a base of 3 to 5 feet and minimum height of 18 inches.
E. Replace the berm when sediment accumulation reaches one-half of the height of the berm.
3.07 FILTER SOCKS (Figure 9040.102)
A. Installation:
1. Fill mesh filter sock with filler material to the size and length specified in the contract
documents.
2. Place the filter sock along the contour as specified in the contract documents, or as
directed by the Engineer.
3. Construct a "J-hook" at each end of a continuous run of filter sock, by turning the end of
the sock uphill, as necessary to prevent runoff from flowing around the ends when water
behind the sock ponds up to a level even with the top of the sock.
21 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.07 FILTER SOCKS (Continued)
4. Drive stakes into the ground at a maximum spacing of 10 feet, and as required to secure
the sock and prevent movement.
5. Repair or replace non-functioning filter socks that allow water to flow under the sock, are
torn, or are otherwise damaged, due to inadequate installation.
6. Remove filter material from damaged socks that are located along streambanks, around
intakes, in ditches, or in other locations where the material may be carried to surface
waters.
B. Removal: When specified in the contract documents, or as directed by the Engineer;
remove the filter sock upon completion of the project, and after final stabilization is achieved;
or as indicated in the SWPPP, if applicable.
1. Upon completion of the project, completely remove socks and filter material that are
located along streambanks, around intakes, in ditches, or in other locations where the
filter material may be carried to surface waters if the sock degrades and/or tears.
2. Slice the sock longitudinally. Remove and dispose of the filter sock material and stakes.
3. Spread the filter material and accumulated sediment to match finished grade and to
ensure proper drainage.
4. If the site has been brought to finished grade and prepared for permanent seeding,
spread and incorporate the filter material into the surface by tilling, or as required to break
up any large particles and provide a finished surface suitable for permanent seeding.
C. Replacement:
1. When accumulated sediment reaches a level one-half the height of the sock, or when the
sock becomes clogged with sediment and no longer allows runoff to flow through, remove
the sock as described above, and replace according to the installation instructions above.
2. At the Engineer's option, the existing filter sock and accumulated sediment may be left in
place, and a new filter sock installed up -slope from the existing filter sock.
3.08 TEMPORARY ROLLED EROSION CONTROL PRODUCTS (RECP) (Figures 9040.103 and
9040.104)
Install temporary RECPs according to the manufacturer's published installation
recommendations, subject to the following minimum requirements:
A. Anchor Trenches, Seams, and Terminal Ends:
1. Upslope Anchor Trenches:
a. Excavate a 6 inch by 6 inch trench along the top of the slope.
b. Extend the upslope terminal end of the RECP 3 feet past the anchor trench.
c. Use staples at 1 foot centers to fasten the RECP to the bottom of the trench.
d. Backfill and compact the trench.
e. Apply seed and fertilizer to the trench surface if seeding is specified.
f. Fold top end of RECP over compacted trench and secure upslope terminal end with
a single row of staples on 1 foot centers.
2. Adjacent Seams:
a. Overlap edges of adjacent RECPs by 2 to 4 inches.
b. Install a sufficient number of staples to prevent seam or abutted rolls from separating.
22 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.08 TEMPORARY ROLLED EROSION CONTROL PRODUCTS (RECP) (Continued)
3. Consecutive Rolls (End Lap):
a. Shingle and overlap consecutive rolls 2 to 6 inches in the direction of flow.
b. Secure staples through seam at 1 foot intervals.
4. Intermediate Anchor Trench:
a. Excavate a 6 inch by 6 inch trench.
b. Use staples at 1 foot centers to fasten the RECP to the bottom of the trench.
c. Fold the RECP over upslope material and backfill and compact the trench.
d. Apply seed and fertilizer to the trench surface if seeding is specified.
f. Continue rolling material downslope over the trench.
5. Staple Check: Install two rows of staggered stakes or staples 4 inches on center and 4
inches apart.
6. RECP Blanket Check:
a. For use in conjunction with an RECP blanket lined channel.
b. During RECP blanket installation, gather a 4 foot section of the blanket.
c. Fold the blanket back upon itself, with the overlap pointing in the downhill direction,
shingle style, to form a shallow, 2 foot long, check dam.
d. Secure blanket check with long staples or wood stakes spaced at 12 inch intervals.
Terminal End Anchor Trench:
a. Excavate a 6-inch by 6-inch trench.
b. Extend the terminal end of the RECP 3 feet past the anchor trench.
c. Use staples at 1-foot centers to fasten the RECP to the bottom of the trench.
d. Backfill and compact the trench.
e. Apply seed and fertilizer to the trench surface if seeding is specified.
f. Fold the remaining end of the RECP over the compacted trench and secure the
terminal end of the RECP with staples on 1 foot centers.
B. Slope Application:
1. Grade and smooth surface. Remove all rocks, clods, vegetation, or other obstructions
that will prevent direct contact between the RECP and the soil surface.
2. When specified, prepare seedbed and place seed and fertilizer according to Section 9010
prior to placing RECP.
3. Install anchor trench at top of slope.
4. Unroll the RECP down or horizontally across the slope.
5. Securely fasten RECP to the soil with staples according to the density and pattern
recommended by the manufacturer with a minimum rate of 1.3 staples per square yard
within the body of the blanket.
6. Place consecutive blankets down the slope end -over -end, shingle style.
7. Overlap ends of consecutive rolls and secure with staples.
8. Overlap edges of adjacent rolls and secure with staples.
9. Anchor the terminal end of the RECP with an anchor trench or staple check slot.
23 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.08 TEMPORARY ROLLED EROSION CONTROL PRODUCTS (RECP) (Continued)
C. Channel/Ditch Application:
1. When specified, prepare seedbed and place seed and fertilizer according to Section
9010, prior to placing RECP.
2. Construct an anchor trench at the beginning of the channel across its entire width.
3. Position adjacent rolls in the anchor slot and overlap.
4. Unroll RECP downstream.
5. Follow the manufacturer's recommendations for the installation of intermediate anchor
trenches or staple checks at intervals along the channel.
6. Construct consecutive roll lap at end of roll and beginning of new roll.
7. Terminate installation at downstream end with an anchor trench or staple check.
8. Install anchors in a regular pattern over entire area covered according to manufacturer's
published recommendations (minimum 1.7 anchors per square yard). Significantly higher
anchor rates and longer staples may be necessary in sandy, loose, or wet soils and in
severe applications.
3.09 WATTLES (Figure 9040.105)
A. Installation:
1. Construct a shallow trench, 2 to 4 inches deep, matching the width and contour of the
wattle.
2. Install wattle along contour of slope.
3. Turn ends of wattle uphill to prevent water from flowing around ends.
4.- Place and compact excavated soil against the wattle, on the uphill side.
5. Drive stakes through the center of the wattle, into the ground at a maximum spacing of 4
feet along the length of the wattle, and as needed to secure the wattle and prevent
movement.
6. Abut ends of adjacent wattles tightly. Wrap joint with a 36 inch wide section of silt fence
and secure with stakes.
B. Removal: When specified in the contract documents, or as directed by the Engineer,
remove the wattle upon completion of the project, and after final stabilization is achieved; or
as indicated in the SWPPP, if applicable.
1. Completely remove the wattle netting, filler material, and stakes.
2. Spread the accumulated sediment to match finished grade and to ensure proper
drainage.
3. When allowed by the Engineer, the wattle netting may be sliced open and the filler
material spread out over the ground. Removal of netting and stakes and spreading of
sediment is still required.
24 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.09 WATTLES (Continued)
C. Replacement:
1. When accumulated sediment reaches a level one-half the height of the wattle, or when
the wattle becomes clogged with sediment and no longer allows runoff to flow through,
remove the wattle as described above, and replace according to the installation
instructions above.
2. At the Engineer's option, the existing wattle and accumulated sediment may be left in
place, and a new wattle installed up -slope from the existing wattle.
3.10 CHECK DAMS (Figure 9040.106)
A. Synthetic Permeable Check Dam (HDPE):
1. Install according to the manufacturer's recommendations.
2. When specified in the contract documents, provide an RECP under the check dam,
installed according to the manufacturer's recommendations.
B. Triangular Foam Check Dam:
1. Install according to the manufacturer's recommendations.
2. When specified in the contract documents, provide an RECP under the check dam,
installed according to the manufacturer's recommendations.
C. Rock Check Dam: Construct according to Figure 9040.107.
D. Fiber Log:
1. When specified in the contract documents, install fiber log check dam over RECP
blanket.
2. Install fiber log across ditch or swale perpendicular to flow in a crescent shape with the
ends facing upstream.
3. Install fiber log so the center section is one log diameter lower than the ends.
4. Space stakes at 1 foot intervals. Place two stakes at a 45 degree angle to the surface in
a crisscross pattern with the fiber log in-between.
F. Rock/Sand Bag:
1. Fill bags only three -fourths full of rock to reduce gaps in the check dam.
2. Stack bags forming a check dam with a height of 1.5 to 2 feet and side slopes 2:1.
3. Tightly abut and overlap rock bags to prevent flow between bag joints.
4. Extend bags up the side slopes of the ditch to prevent flow from bypassing around the
edges of the check dam.
25 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.10 CHECK DAMS (Continued)
G. Removal: When specified in the contract documents, or as directed by the Engineer,
remove check dams upon completion of the project, and after final stabilization is achieved;
or as indicated in the SWPPP, if applicable.
1. Remove the check dam and dispose of materials, or salvage to the contractor.
2. Remove the accumulated sediment or spread to match finished grade; ensure proper
drainage.
3. Stabilize the area disturbed by removal operations.
3.11 TEMPORARY EARTH DIVERSION BERMS (Figure 9040.108)
A. Ensure positive drainage along the diversion toward the outlet area.
B. Adequately compact fill to prevent failures or seepage.
C. Outlet the diversion to undisturbed and/or stabilized areas only.
D. Stabilize the surface of the earth diversion with temporary erosion control seeding, as
specified in Section 9010.
3.12 LEVEL SPREADERS (Figure 9040.109)
A. Butt multiple timbers together, as necessary to provide the required length.
B. Ensure the spreader is installed level in all directions. Adjust as necessary during
construction to maintain spreader in a level condition.
C. Excavate a depression behind the spreader to the depth specified in the contract documents.
The depression may be over -excavated up to 1 foot to provide an area for sediment
accumulation.
D. Grade as required to prevent flow around the ends of spreader.
E. Remove the accumulated sediment from the depression when the depth is reduced below
that specified in the contract documents.
3.13 RIP RAP (Figures 9040.110 and 9040.111)
Install rip rap (revetment stone or erosion stone) as shown on Figures 9040.110 and 9040.111.
3.14 TEMPORARY PIPE SLOPE DRAINS (_Figure 9040..112)
A. Place slope drain on undisturbed soil or well compacted fill.
B. Carefully compact cohesive soils around inlet ends of the drain in 6 inch lifts.
C. Discharge slope drain to a stable outlet or to a sediment retention device.
26 Revised: M5 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.15 TEMPORARY SEDIMENT BASIN (Figures 9040.113 and 9040.114)
A. Basin Construction:
1. Construct the storage area to the size and elevations specified in the contract
documents.
2. Stabilize the side slopes and internal surfaces of the temporary sediment basin.
3. When specified in the contract documents, install internal baffles to enhance sediment
capture. Refer to Figure 9040.117.
B. Outlet Structure:
1. Concrete Base: Construct the concrete base and anchor riser section, as shown on
Figure 9040.115.
2. Dewatering Device:
a. Drill holes in the riser section. The number, diameter, and configuration will be
specified in the contract documents.
b. Wrap the perforated section of the riser pipe with metal hardware cloth.
3. Anti -vortex Device: If required by the contract documents, firmly attach the cylinder to
the top of the riser by welding or other means. Comply with Figure 9040.116.
C. Anti -Seep Collar:
1. Provide anti -seep collars at locations shown in the contract documents.
2. Install according to the collar manufacturer's recommendations.
3. Place backfill material and compact over -excavation areas to a minimum of 95%
Standard Proctor Density per Section 3010.
3.16 SEDIMENT TRAPS (Figure 9040.118)
A. Construct the storage area to the size and elevations specified in the contract documents.
B. Stabilize the side slopes and internal surfaces of the sediment trap.
C. When specified in the contract documents, install internal baffles to enhance sediment
capture Refer to Figure 9040.117.
3.17 SILT FENCES (Figure 9040.119)
A. Installation:
1. Install material along the contour of the ground, as specified in the contract documents,
or as directed by the Engineer.
2. Install silt fence with a mechanical soil slicing machine that creates a slit in the ground
while simultaneously installing the fabric. The trenching method may be used when
situations will not allow soil slicing, as determined by the Engineer.
3. Construct a "J-hook" at each end of a continuous run of silt fence, by turning the end of
the silt fence uphill, as necessary to prevent runoff from flowing around ends when water
behind the fence ponds to a level even with the top of the fence.
27 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.17 SILT FENCES (Continued)
4. Insert 12 inches of fabric to a minimum depth of 6 inches (fabric may be folded below the
ground line).
5. Compact installation by driving along each side of the silt fence, or by other means, as
necessary to adequately secure the fabric in the ground, to prevent pullout and water flow
under the fence.
6. Drive steel posts into the ground alongside the silt fence, to a minimum depth of 20
inches, unless otherwise specified by the Engineer. Space posts as shown on Figure
9040.119 or as required to adequately support silt fence.
B. Maintenance: Repair or replace non-functioning silt fence that allows water to flow under the
fence, is torn, or is otherwise damaged, due to inadequate installation, at no additional cost to
the Contracting Authority.
C. Removal:
1. Remove the silt fence upon final stabilization of the project area, or according to the
staging indicated in the SWPPP.
2. Remove and dispose of silt fence and posts.
3. Remove sediment or spread to match finished grade; ensure proper drainage.
4. Stabilize the area disturbed by removal operations.
D. Replacement:
1. When accumulated sediment reaches a level one-half the height of the fence, remove the
silt fence as described above, and replace according to the installation instructions
above.
2. At the Engineer's option, the existing silt fence and accumulated sediment maybe left in
place, and a new silt fence installed up -scope from the existing silt fence.
3. When allowed by the Engineer, the existing silt fence maybe left in place and the
accumulated sediment removed to the original ground line and within 6 inches of the silt
fence. Carefully inspect the existing silt fence for structural integrity and signs of
undermining. Make any necessary repairs.
3.18 STABILIZED CONSTRUCTION EXIT (Figure 9040.120)
A. Install a stabilized construction exit at all locations where construction traffic leaving the site
. presents the potential for sediment track -out.
B. Remove vegetation and excavate soft soils from entrance area. Thoroughly compact
subgrade prior to placing stone or manufactured pad.
C. Install culvert under entrance if necessary to maintain drainage.
D. Grade entrance to prevent runoff from flowing onto street. Direct all runoff from entrance to a
sediment retention device.
E. When specified, install subgrade stabilization fabric prior to placing crushed stone or
manufactured track -out pad.
28 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.18 STABILIZED CONSTRUCTION EXIT (Continued)
F. For stone track -out control, install a layer of crushed stone to the thickness (6 inches
minimum) and dimensions specified in the contract documents.
G. For manufactured track -out pad, install according to manufacturer's recommendations and
Figure 9040.120. If soil conditions are poor, provide aggregate base, geotextile, or geogrid
as recommended by the manufacturer.
H. Remove the accumulated sediment and install new stone or clean manufactured device, as
required to prevent track -out.
3.19 DUST CONTROL
A. Water: Apply frequent light watering to ground surface, as required to control dust.
B. Calcium Chloride: Apply according to Iowa DOT Section 2314.
C. Lignosulfonate (Tree Sap):
1. Loosen the top 1 to 2 inches of the roadway surface.
2. Apply solution with a 50% residual concentration, at a rate of 0.50 gal/yd2, to deliver a
25% residual. For diluted solutions, increase the application rate, as required, to deliver
an equivalent 25% residual.
3. Allow product to penetrate through the loosened material.
4. Tight -blade road surface.
D. Soapstock (Soybean Oil):
1. Loosen the top 1 to 2 inches of the roadway surface.
2. Apply undiluted soapstock at a rate of 0.70 gal/yd2.
3. Allow product to penetrate through the loosened material.
4. Tight -blade road surface.
3.20 EROSION CONTROL MULCHING
A. Conventional Mulching:
1. Use conventional mulching when the surface cannot be stabilized by seeding, due to
season or ground conditions.
2. Uniformly distribute mulch over the required areas, at a rate of 2 tons/acre for dry cereal
straw, or 2.5 tons/acre for prairie hay.
3. Work the mulch into the soil with a mulch tucker, designed to anchor the mulch into the
soil, by means of dull blades or disks.
29 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.20 EROSION CONTROL MULCHING (Continued)
B. Hydromulching:
1. Place mulch and tackifier (if applicable) in equipment specifically manufactured for
hydraulic mulching.
2. Mix materials with fresh, potable water using a combination of re -circulation through the
equipment's pump and mechanical agitation to form a homogeneous slurry.
3. If necessary, dampen any dry, dusty soil as required to prevent balling of the material
during application.
4. Apply hydromulch in multiple layers from opposing directions, where possible.
5. Apply the slurry evenly over all specified areas, at the minimum component material rates
specified:
a. Wood Cellulose Mulch:
1) Mulch: Minimum 3,000 lb/acre dry weight.
2) Tackifier: Minimum 50 lb/acre.
b. Bonded Fiber Matrix: Minimum 3,000 lb/acre dry weight.
c. Mechanically Bonded Fiber Matrix: Minimum 3,000 lb/acre dry weight.
6. Retain and count empty bags of mulch to ensure final application rate.
3.21 TURF REINFORCEMENT MATS
Install according to the manufacturer's published installation literature for the product specified
and application (slope or channel).
3.22 INLET PROTECTION
A. Install inlet protection devices according to the manufacturer's recommendations.
B. Remove the accumulated sediment, as required to maintain the inlet protection device in
working order. Remove any accumulated sediment from streets open to traffic if it
encroaches into the traveled roadway.
3.23 FLOW TRANSITION MATS
Install according to the manufacturer's published recommendations.
3.24 GRID TIED CONCRETE BLOCK MAT
Install according to the GTCBM supplier's recommendations, details, and the following:
A. Installation Practices:
1. Standard Anchor Trench: Excavate an 18 inch deep vertical trench. Bury 18 inches, or
three blocks, of the mat in the trench, backfill, and compact.
2. Edge Trench: Excavate a 12 inch trench at a 45 degree angle to the surface. Bury 12
inches, or two blocks, of the mat in the trench, backfill, and compact.
30 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.24 GRID TIED CONCRETE BLOCK MAT (Continued)
3. Leading and Ending Anchor Trench:
a. Excavate an 18 inch deep vertical trench. Bury 18 inches, or three blocks, of the mat
in the trench, backfill, and compact.
b. Install U-anchors at 2 foot increments perpendicular to flow directly behind the first
exposed block.
4. Seams: Supply GTCBM in lengths and widths that minimize seams to the extent
possible. Where required, construct seams as follows:
a. Standard Seams: Seams in channels parallel with the direction of flow and all
seams on slopes that are not exposed to concentrated flow:
1) Extend geogrid 12 inches and RECP 6 inches under the adjacent mat.
2) Secure seam with U-anchors at 2 foot increments directly behind the first row of
blocks on the adjacent mat. Alternatively, secure adjacent mats with zip ties at 1
foot intervals. Encompass at least 3 cords of each mat with zip ties.
b. Overlap Seams: Where seams are perpendicular to flow in a channel:
1) Install upstream mat and flip trailing edge back 24 inches.
2) Excavate 2.25 inches of soil 18 inches from the trailing end of the upstream mat.
3) Place the leading edge of the downstream mat into the shallow trench. Backfill
and tamp soil into the mat filling voids between blocks. Place seed over the soil.
4) Flip the end of the upstream mat over the soil -covered and seeded area.
5) Secure overlap with U-anchors at 2 foot increments directly behind the first block
of the up -channel mat. Alternatively, secure overlap with zip ties at 1 foot
intervals. Encompass at least 3 cords of each mat with zip ties.
5. Concrete GTCBM Trench: Where GTCBM is installed at a culvert or storm pipe outlet,
construct a concrete GTCBM trench to secure the end of the mat and prevent
undermining of the outlet.
a. Excavate an 18 inch wide by 18 inch deep trench at the end of the pipe apron.
b. Install 36 inches of GTCBM in trench with 18 inches flat along the bottom of the
trench and 18 inches extending vertically up the wall of the trench to the top of the
surface of the channel.
c. Backfill channel with Class C concrete.
d. If a concrete footing is specified for the apron, and a cast -in -place footing is provided,
the concrete GTCBM trench may be combined with the footing by extending 36
inches of GTCBM into the footing in lieu of constructing a separate trench.
B. General Site Preparation:
1. Complete final grading and restore topsoil if previously stripped.
2. Ensure ground surface is smooth and free of rocks, clods, roots, or debris.
3. Perform seedbed preparation and apply seed according to Section 9010 prior to
placement of the GTCBM.
C. Slopes:
1. Construct an anchor trench at the top and bottom of the slope.
2. Begin the installation at the top of the slope.
3. Unroll GTCBM down the slope to the bottom anchor trench.
31 Revised: 2025 Edition
SUDAS Standard Specifications Division 9 - Site Work and Landscaping
Section 9040 - Erosion and Sediment Control
3.24 GRID TIED CONCRETE BLOCK MAT (Continued)
4. If slope length exceeds the allowable length of GTCBM roll, install subsequent mats end
to end with a standard seam.
5. Install adjacent rolls and splice with a standard seam.
D. Channels:
1. GTCBM Perpendicular to Flow:
a. Place mats continuously across the width of the channel, including side slopes,
without any seams parallel to the direction of flow.
b. Begin installation downstream and move up the channel.
c. Place the first mat across the channel.
d. Install an ending anchor trench at the terminal end of the downstream mat.
e. Install subsequent mats upstream, splicing each abutting mat with a standard seam.
f. Construct a leading anchor trench at the upstream end of the installation or a
concrete GTCBM trench if specified.
2. GTCBM Parallel to Flow:
a. Begin at the upstream end of the installation, utilizing multiple mats as necessary to
achieve the width specified in the contract documents.
b. Construct a leading anchor trench at the upstream end of the installation or a
concrete GTCBM trench if specified.
c. Unroll mats downstream, securing parallel edges with standard seams.
d. If installation length requires multiple rolls of GTCBM, join ends of subsequent mats
together with an overlap seam.
e. Install an ending anchor trench at the terminal end of the downstream mat.
3.25 TEMPORARY EROSION CONTROL SEEDING
Comply with Section 9010.
END OF SECTION
32 Revised: 2025 Edition
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7E-20
SUDAS Design Manual
Chapter 7 - Erosion and Sediment Control
Statewide Urban Design & Specifications 7E - Design Information for ESC Measures
Inlet Protection
BENEFITS
L M H
Flow Control
Erosion Control
Sediment Control
Runoff Reduction
Flow Diversion
Description: Inlet protection devices consist of a variety of manufactured sediment barriers and products, which
are used to filter runoff before it enters the storm sewer system.
Typical Uses: Inlet protection is considered the last line of protection against releasing sediment into the
stormwater system or a water body. Inlet protection should be considered around all stormwater intakes and
culverts that accept runoff from disturbed areas.
Advantages:
• Provide one last opportunity to remove suspended particles from stormwater runoff.
• Areas requiring protection are easy to identify during both planning and construction.
Limitations:
• Available practices are not effective at removing fine particles.
• May be used improperly as the sole method of erosion and sediment control.
• Require high level of maintenance.
• Limited to treating runoff from areas of 1 acre or less.
Longevity: Varies by product; until sediment accumulates and clean out is required
SUDAS Specifications: Refer to Section 9040, 2.19 and 3.22
Revised: 2025 Edition
Waterloo Water Works
(February 25, 2026)
Accepted Products for Water Distribution Materials
WATER PIPE: (Ductile) ANSI/AWWA — A21.51/C151
American, Clow, McWane, U.S. Pipe, and Griffin
Class 52 for direct bury piping unless otherwise indicated or specified.
Class 53 for suspended from structures and bolted or restrained joint pipe
GASKETS:
Nitrile gaskets to be used in L.U.S.T. areas and in other areas shown on plans
Standard gaskets shall be vulcanized styrene butadiene rubber
Field-loc gaskets where approved (or required)
All push -on type joint pipe will be similar to Fastite, Tyton, or approved equal and will be
electronically conductive through each joint with and limited to one of the following
methods.
1. The pipe gasket will be conductive using a minimum of four copper inserts integrally
situated in the gasket, thereby forming a continuous conductive joint.
2. A conductive serrated silicon bronze wedge installed at the bell and spigot ends
respectfully of the pipe thereby forming a conductive joint. Two wedges per joint for
pipe through 12". Four wedges per joint for larger diameter pipe.
FITTINGS: (Ductile Iron Standard) ANSI/AWWA — A21.10/C110 3" to 24" — 350 psi
(with NSS Cor-Blue Nuts and Bolts) (Ductile Iron Compact) AWWA C153, 350 psi
Clow, Tyler/Union, U.S. Pipe, or Sigma
TAPPING SLEEVES: (Stainless Steel)
Smith Blair — 662 or 663, Ford FAST, Mueller — H304, Romac SST, JCM — 432
Smith Blair — 664 or Romac SST
MECHANICAL JOINT RESTRAINT DEVICE: (Megalug — with NSS Cor — Blue Nuts
and Bolts
Ebaa Iron Sales Inc. — 1100 series for ductile iron, or Star Grip 3000 for ductile iron,
TUF Grip 1000
STAINLESS STEEL REPAIR CLAMPS: (With Stainless Steel Nuts & Bolts)
Smith -Blair 261, Ford-FS1, Romac-SS1
VALVES: (Resilient Seated Gate Valves) ANSI/AWWA — C515 (with NSS Cor-Blue
Nuts and Bolts)
Clow F-6100, Kennedy 8571 SS, Mueller Resilient Seat — A-2360-20,
U.S. Pipe, East Jordan, or American Flow Control
TAPPING VALVES: (with NSS Cor-Blue Nuts and Bolts)
Full Bodied Clow — F-6106, Mueller — T-2360-16, Kennedy 8950 SS, U.S. Pipe — A-
USPO-16, East Jordan, or American Flow Control
VALVE BOXES:
Tyler — (Series 6860, Range 63" to 83") or equal
HYDRANTS: AWWA C502 (5% Main Valve Size, Standard Threads (NST) on the
two and one-half (2%) inch connections and four and one-half (4%) inch
connection) (factory applied epoxy paint in Safety Blue) (opening counter
clockwise) (Pentagon operating nut) (six (6) inch MJ shoe) (without chains)
(Waterous Pacer WB-67-250 or Clow F-2545 Medallion) 6' 6" Bury Depth unless
otherwise indicated or approved by owner
(Clow F-2545 Medallion and Waterous Pacer WB-67-250. East Jordan and Mueller
Super Centurion 250, [color red] allowed for private developments)
HYDRANT MARKERS:
RoDon Hydra — finder with flat bracket 5' in length
SLEEVE TYPE COUPLING:
Standard solid black sleeve—Tyler/Union 5-1442, Griffin (NSS Cor-Blue Nuts and Bolts)
Bolted Straight Coupling with (stainless steel nuts and bolts) — Smith -Blair 442 or
Romac Style 501 — Shop Coat/Epoxy
TRACER WIRE TERMINAL BOX (DAYLIGHT BOX):
Bingham & Taylor P200NFG Telescoping 12" Top x 12" Bottom, Blue Lid Water, 2
Terminal or approved equal.
TRACER WIRE CONNECTORS:
Twister DB Plus Wire Connector
POLYWRAP:
8 mil. polyethylene encasement. [color blue]
TRACER WIRE:
#12 solid copper, LLDPE insulation in blue for trenched piping
#12 copper coated, steel core for trenchless methods
SERVICE SADDLES: ANSI/AWWA — Required on all Ductile Iron (1%" to 2" only)
AY McDonald 3845, 3846 or Smith -Blair 325,397 single flat stainless steel strap, studs,
washers, nuts with bronze body, or fusion bonded flexi-coat epoxy coated ductile iron
body
CORPORATION VALVES: ANSI/AWWA C800 (Compression Type)
AY McDonald or Mueller ball style rated for minimum 300 PSIG water pressure
SERVICE PIPE: (K-Copper) (Class 52 Ductile Iron)
Any other material must be reviewed and approved by the City of Waterloo Plumbing
Board and the Waterloo Water Works
BALL CURB VALVES: ANSI/AWWA C800 (Compression Type)
AY McDonald or Mueller ball style rated for minimum 300 PSIG water pressure with 90
degree on/off tee operating head with positive stop
CURB BOX ARCH PATTERN: ANSI/AWWA C800 — with stainless steel rod and
cotter pin
AY McDonald 5601, 5603 with 5660SS - 5' 0" stainless steel shut off rod
GENERAL SPECIAL PROVISIONS
1. SCOPE OF WORK
The work covered by this contract consists of furnishing all labor, equipment, and materials
and performing all operations, in connection with the 2026 PHASE 4 HEARTLAND
HILLS AREA. WATER MAIN REPLACEMENT, as shown on the contract drawings
and in accordance with these specifications.
The contract drawings which accompany and form a part of this contract and specifications
are dated , 2026. They have the general title of 2026
PHASE 4 HEARTLAND HILLS AREA WATERMAIN REPLACEMENT.
The drawings are numbered and separately entitled as follows:
Sheet No. Description
1.
Title Sheet
2.
General Notes
3.-5.
Estimated Quantities and Bid Reference Notes
6.
Overall Plan
7.
Plan and Profile Edgewood Dr. North Segment
8.
Plan and Profile Edgewood Dr. Middle/ North Segment
9.
Plan and Profile Edgewood Dr. Middle/South Segment
10.
Plan and Profile Edgewood Dr. South Segment
11.
Plan and Profile Ingersoll Rd. West Segment
12.
Plan and Profile Ingersoll Rd. Middle Segment
13.
Plan and Profile Ingersol Rd. South Segment
14.
Plan and Profile Valdez Dr.
15.
Plan and Profile Huntington Rd. West Segment
16.
Plan and Profile Huntington Rd. Middle West Segment
17.
Plan and Profile Huntington Rd. Middle Segment
18.
Plan and Profile Huntington Rd. East Segment
19.
Plan and Profile Katoski Rd. South Segment
20.
Plan and Profile Katoski Rd. Middle Segment
21.
Plan and Profile Katoski Rd. North Segment
22.-23.
Water Services
24.-29.
Details
30.
Erosion Control Plan
The standard specifications of the Waterloo Water Works, Iowa and Divisions 3,5,7,8,9
and 11 of the current Edition of the Statewide Urban Design and Specifications (SUDAS)
are to be used along with the special provisions described herein and shall be considered as
part of the contract documents.
GENERAL SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area Page I of 5
Water Main Replacement
2. CONFLICTING SPECIFICATIONS
In the case of conflicts between the Construction Plans, Contract Specifications, and
Contract Documents, the most stringent requirement, as determined by the Engineer, shall
be the prevailing requirements.
3. DUMPING AREAS
Excess material resulting from construction operations shall be hauled to the County
Landfill or other area secured by the Contractor and approved by the Owner. Rubble,
rubbish, trees, brush, and other unsuitable backfill material, as designated by the Engineer,
shall be hauled to the County Landfill. All Landfill charges are to be considered incidental
to the contract and are the responsibility of the Contractor.
4. CONSTRUCTION DAMAGE
The Contractor shall exercise care during construction operations to ensure the safety and
protection to existing features located near or within the limits of construction. Damage
caused by negligence or poor workmanship, as determined by the Engineer, shall be
considered the Contractor's responsibility.
5. REMOVED MATERIALS
All materials removed as part of this Contract shall remain the property of the Waterloo
Water Works unless the Waterloo Water Works determines that the materials are not
salvageable and the Waterloo Water Works does not want to retain ownership of the
materials. Materials designated in the field by the Engineer as non -salvageable shall be
hauled and disposed of by the Contractor at no cost to the Waterloo Water Works. All
other materials shall be transported to locations as directed by the Engineer. No separate
measurement or payment will be made for hauling or disposing of removed materials and it
shall be considered incidental to applicable items.
6. OVERHAUL
Overhaul will not be paid for "surplus material" obtained from any of the items of
construction under this contract. The cost of overhaul will be considered as incidental to
the items to which it applies.
7. PAY ITEMS
All pay items are listed in the proposal and shall include the purchase of all materials,
delivery of these materials, and furnishing all labor, plant and miscellaneous work needed
to make the item complete. All such cost shall be incidental to the proposed item to which
it applies and shall not be considered for separate payment.
GENERAL SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area Page 2 of 5
Water Main Replacement
8. BREAKDOWN OF LUMP SUM CONTRACT PRICE ITEMS
The Contractor shall, immediately upon execution and delivery of the contract, before the
first estimate for payment is made, deliver to the Engineer a detailed estimate giving a
complete breakdown of the lump sum contract prices. The submitted breakdown shall be
approved by the Engineer prior to any payment of any lump sum price item.
9. PERMISSION TO HAUL OVER STREETS, RAILROADS AND HIGHWAYS
The Contractor will be required to secure, from the proper authorities, permission or permit
which may be required to haul over streets, highways, railroads or private property, and any
hauling operations of the Contractor shall be subject to the requirements of such permits,
permission, and to all applicable regulations, laws, and ordinances governing hauling and
movement of equipment over streets, railroads, highways and private property. Any costs
or inconvenience caused by obtaining any necessary permits or permission shall be
considered completely covered by the price bid for the items in the proposal.
10. CONSTRUCTION SCHEDULING
The Engineer shall approve Contractor's work schedule prior to starting. All revisions shall
also be approved. The Engineer may change the schedule to accommodate changing
construction conditions.
The Contractor shall coordinate the work under this contract with contractors performing
work under other contracts which may be performed concurrently.
The Contractor shall be responsible to notify the Police, Fire, Street and Engineering
Departments of the closing and opening of streets.
The Contractor shall commence work within ten (10) days after receipt of the "Notice to
Proceed" and diligently execute the work of the contract to completion.
11. PRE -CONSTRUCTION CONFERENCE
Before any work is started, the Contractor shall arrange with the Engineer to hold a pre -
construction conference to discuss problems and schedules of contracts.
12. UNDERGROUND UTILITIES
It is the responsibility of the Contractor to obtain the location of gas lines, water lines,
electric, telephone, and cable television cables or wires from the various utility companies
and the City electrician before starting any excavation. The Contractor shall be responsible
for any damage to any underground utilities. The Contractor shall expose those utilities
GENERAL SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area Page 3 of 5
Water Main Replacement
indicated on the plans so that elevations may be determined before beginning construction.
This work shall be considered incidental to other items of work.
If the Contractor believes that additional costs have been incurred due to a utility being
improperly located, the resolution of the additional costs incurred shall be made between
the Contractor and the respective utility company.
13. TRAFFIC SIGNS AND STREET SIGNS
The Contractor shall contact the City of Waterloo Traffic Operations Department to have
any street sign that will be affected by construction removed and replaced when the work
has been completed. There shall be no separate payment for this work and it shall be
considered incidental to the Contract.
14. TRAFFIC CONTROL DURING CONSTRUCTION
The Contractor shall, at his own expense and without further or other order, provide, erect
and maintain, at all times during the progress and suspension of the work and until
completion and final acceptance thereof, suitable and requisite barricades, signs or other
adequate protection, as required by the latest edition of Part VI of the "Manual on Uniform
Traffic Control Devices" and shall provide, keep and maintain such barricades, signs, etc.,
as may be required or as may be ordered by the Engineer, to ensure the safety of the public
as well as those engaged on the work. All barricading plans shall be reviewed by the
Engineer.
The Contractor shall determine, provide and obtain approval from the City Engineer on all
detour locations for all street closings, barricades and posting prior to construction. These
shall meet requirements of the City Police Traffic Department. The Contractor shall notify
the City Engineer's Office and the Police, Fire and Street Departments when the street is
closed for construction. All barricading shall be in accordance with the latest edition of
Part VI of the "Manual on Uniform Traffic Control Devices." Encapsulated lens sheeting
is not required on this project.
The Engineer, or authorized representative, shall periodically review traffic control that has
been put in place by the Contractor. If traffic control devices are found to be without
proper maintenance, penalties shall be assessed. Improper maintenance shall include, but
not be limited to, the following situations:
A. Less than 100 percent of lights in working order.
B. Any barricade or sign moved or tipped over.
C. Fencing not supported in a vertical position.
D. Fencing not placed around excavations when workers/equipment are not
working at the location.
E. Lack of proper barricades or signage.
GENERAL SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area Page 4 of 5
Water Main Replacement
Each incident is treated as a separate citation on an individual basis. It is not intended that
minor deficiencies be price adjusted if corrected the day notification is given. In addition
to a price adjustment, the Engineer may suspend work for irresponsible and/or repeated
failure to construct the project using proper traffic control procedures.
Penalties: 1 st Offense
Written warning given by City.
2nd Offense
$ 200
3rd Offense
$ 500
4th Offense
$1,000
5th Offense
$2,000
6th Offense
Engineer's discretion (amount
or more
equal or greater than $2,000)
15. GRADES, LINES, LEVELS AND SURVEYS
All necessary grades, lines, levels and surveys shall be established by the Engineer.
The Contractor shall verify all grades, lines, levels and dimensions as sown on the
drawings, and he shall report any errors or inconsistencies in the same to the Engineer
before commencing work.
16. SAFETY OF WORKERS AND PUBLIC
The Contractor shall, at all times, take necessary precautions to protect the life and health
of all persons employed on this project and the public. He shall provide necessary safety
devices and safeguards in accordance with latest and best accident prevention practices.
All such protection shall be furnished to employees without cost.
No direct measurement of payment shall be made for this protection, but shall be
considered incidental to other items of work. The public shall be kept outside of any work
area.
17. WORKING ON SATURDAYS, SUNDAYS AND LEGAL HOLIDAYS
The Contractor shall notify the Engineer in writing forty-eight (48) hours in advance if
work on Saturday is planned. By noon the Friday before the planned Saturday work, the
Contractor shall confirm the Saturday work schedule with the project inspector.
Work on Sunday requires prior approval of the Engineer. The Contractor shall not work
the following days in 2026 due to City holidays: May25th, July 3rd, September 7th, November 261h
and 27th, and December 25thI without specific permission of the Engineer.
GENERAL SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area Page 5 of 5
Water Main Replacement
1.
2.
Ki
SPECIAL PROVISIONS
MECHANICALLY COMPACTED BACKFILL
All ditches in street right of way shall be mechanically compacted to ninety-five percent
(95%) of Standard Proctor Density. Payment for this work shall be incidental to the
contract and no separate payment shall be made for compaction of backfill.
PAYMENT FOR WATER MAIN
This paragraph shall apply to the unit prices for water main and appurtenances and restrict
full payment of the unit bid price until the project is completed and surface is restored. By
providing a breakdown on the unit price, the intent is to encourage the Contractor to
promptly restore the trenches. The breakdown of the unit price does not give the
Contractor the choice of eliminating a portion of the work under this unit price or delaying
his schedule for reason of obtaining payment based on a certain percentage of his
preference.
Contract
for Water Main
A. Trench excavation, including removal
and stockpiling of crushed rock and/
or topsoil from existing street, removal
of surfacing, laying of pipe, dewatering,
pumping, and other appurtenant work.
B. Backfill of trench and compaction with
moisture and density control of pipe
and appurtenances. If such compaction
with moisture and density control is not
required, 65% of the unit bid price will
be paid when backfill is complete.
C. Shaping of trench area surface ready to natural grade
including relaying of topsoil and all other work as further
described in this paragraph.
When all work is completed, payment shall be made on
100% of the unit bid price for water main.
LIQUIDATED DAMAGES
Payment as % of
Unit Price
40%
25%
35%
Time is an essential element of this contract. It is important that the work be diligently
pursued to completion. If the work is not completed within the specified contract period,
plus authorized extensions, the Contractor shall pay to the Waterloo Water Works
SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area. PAGE 1 of 3
Water Main Replacement
7. CLEARING AND GRUBBING
The Contractor shall protect all trees and shrubs from construction activities that are
identified as such by the Engineer.
8. PERCENT OF CONTRACT TO BE PERFORMED BY PRIME CONTRACTOR
The Prime Contractor shall be required to perform at least 51 percent of the total contract
amount of this project. Purchasing of materials for subcontractors will not be an
acceptable method for the prime contractor to meet the 51 percent requirement.
9. CLEAN-UP AND RESTORATION OF DISTURBED AREAS
The Contractor is required to remove all construction related debris from all areas
disturbed by his/her activities and shall restore said areas to the area's elevation, slope and
drainage pattern that existed prior to construction of this project. This includes, placement
of a 6" (minimum) rolled thickness of topsoil that is clear of all rock, sub -base, foundation
stone and bedding stone. Said topsoil may be derived from topsoil that was stripped,
salvaged and separately stockpiled from on -site excavation areas, provided that said topsoil
is free from debris, rock, sub -base, foundation stone and bedding stone. Said topsoil may
also be procured from off -site sources at contractor's expense, if free from debris and if
approved by the owner's representative. Clean-up and restoration of disturbed areas is an
incidental item to the contractor's work and shall not be measured or paid for separately.
SPECIAL PROVISIONS 2026 Phase 4 Heartland Hills Area. PAGE 3 of 3
Water Main Replacement
GENERAL SPECIFICATIONS FOR CONSTRUCTION
CITY OF WATERLOO, IOWA
Department of Engineering
SECTION A - Definitions of Terms
SECTION B - Scope of work
SECTION C - Control of Materials and Work
SECTION D - Procedure and Progress
SECTION E - Measurements and Payments
SECTION F - Legal Relations and Responsibility
SECTION A - DEFINITIONS OF TERMS
1. CITY. The City of Waterloo, Iowa.
2. WATERLOO WATER WORKS, WATER WORKS, OR OWNER. The
Waterloo Water Works, Waterloo, Iowa, which is the Party of the First Part of the accompanying
contract, acting through its authorized representative.
3. BOARD OR BOARD OF WATER WORKS TRUSTEES. The duly appointed
Board of Trustees of the Waterloo Water Works, Waterloo, Iowa.
4. ENGINEER. Wayne Claassen Engineering and Surveying, Inc., 2705 University
Avenue, P.O. Box 898, Waterloo, Iowa 50704.
5. COUNCIL. The duly elected Council of the City of Waterloo, Iowa.
6. CITY ENGINEER. The City Engineer of Waterloo, Iowa, or his authorized
representative.
7. INSPECTOR. The authorized representative of the Engineer, assigned to the
detailed inspection of the work or materials therefore and to such other duties as may be delegated
to him in these specifications.
8. CONTRACTOR. The Party of the Second Part in the accompanying contract for
the improvement covered by these specifications, or his authorized representative.
9. SUBCONTRACTOR. Any person, firm, or corporation who has, with the
approval of the Board, contracted with the Contractor to execute and perform in his stead all or
any part of the contract.
10. BIDDER. Any individual, firm, or corporation submitting a proposal for all or a
part of the work provided for in these specifications.
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11. PROPOSAL GUARANTEE. The security designed in the Notice of Bidders or
Proposal to be furnished by the bidder as a guarantee of good faith to enter into a contract and
furnish an acceptable bond for the work contemplated if it be awarded him.
12. SURETY. The corporate body bound with and for the Contractor for the
acceptable performance of the contract.
13. PROPOSAL. The written Proposal, submitted by the bidder in the prescribed
manner and on the standard form, for the improvements covered by these specifications.
14. SPECIFICATIONS. The documents that set forth the manner in which the
proposed work is to be accomplished which have been prepared by the Engineer and approved by
the Board, official copies of which are now on file with the General Manager of the Waterloo
Water Works.
15. SPECIAL PROVISIONS. Clauses or memoranda not contained herein, applying
to the contract of which these specifications are a part, which change or supplement these
specifications.
16. CONTRACT. The agreement entered into between the Waterloo Water Works
and the Contractor, setting forth the terms under which the work covered by the plans and
specifications is to be performed. The contract includes all conditions, definitions, and
instructions set forth in the official publications relating to the work, the official contract and
specifications, the Proposal, official plans, and all supplemental agreements entered into by the
parties to the contract.
17. NOTICE TO BIDDERS. The notice called attention of bidders to the time and
place for receiving bids, containing a brief description of the work, and briefly setting forth the
requirements and conditions for submission of Proposals.
18. INSTRUCTIONS TO BIDDERS. The clauses setting forth in detail the
information relative to the proposed work and requirements for the submission of Proposals.
19. PLANS. The plans for the improvement covered by the specifications and
approved by the Board, official copies of which are on file with the General Manager of the
Waterloo Water Works.
20. CONTRACT BOND. The bond executed by the Contractor and his surety in
favor of the Waterloo Water Works, Waterloo, Iowa, guaranteeing the complete execution of the
contract in accordance with the plans and specifications, the payment of all debts pertaining to the
work, and maintenance of the work as provided by law or by the specifications.
21. CONTRACT PERIOD. The period from the specified date for beginning the
work to the specified date of completion, both dates inclusive. The contract period may be
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extended by the Board, as provided in these specifications, in which event the contract period
includes the new date of completion.
22. OFFICIAL PUBLICATIONS. The official publications are the formal
resolutions and notices relative to the proposed improvement that are required by law to be
published in a prescribed manner and that have actually been published in accordance with the
statutes relating thereto. Attention is directed to the fact that these official publications are by
statute vested with all of the force and effect of contract obligations.
23. A.S.T.M. Abbreviation for American Society for Testing Materials.
24. A.W.W.A. Abbreviation for American Water Works Association.
25. WORK. The term "Work" of the Contractor and Subcontractor includes labor or
materials or both, equipment, transportation, or other facilities necessary to complete the contract.
26. TIME. All time limits stated in the contract documents are of the essence in the
contract.
SECTION B - SCOPE OF WORK
1. CORRELATION AND INTENT OF DOCUMENTS. The Contract documents
are complementary, and what is called for by any one shall be as binding as if called for by all.
The intention of the documents is to include all labor, materials, equipment, and transportation
necessary for the proper execution of the work. Materials or work described in words which, so
applied, have a well-known technical or trade meaning shall be held to refer to such recognized
standard.
2. DRAWINGS AND SPECIFICATIONS. Unless otherwise provided in the
contract documents, the engineer shall furnish to the Contractor, free of charge, all copies of
drawings and specifications reasonably necessary for the execution of the work-.
The Contractor shall keep one (1) copy of all drawings and specifications on the work
available to the Engineer and to his representatives.
3. CONTRACTOR'S UNDERSTANDING. It is understood and agreed that the
Contractor has, by careful examination, satisfied himself as to the nature, character and location of
the work, the conformance to the ground, the character, quality, and quantity of the materials to be
encountered, the character of the equipment and facilities needed preliminary to and during the
prosecution of the work, the general and local conditions, and all other matters which can, in any
way, affect the work under this contract. No verbal agreement or conversation with any officer,
agent, or employee of the Waterloo Water Works, either before or after the execution of the
Contract, shall affect or modify any of the terms or obligations herein contained.
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4. REPORTING ERRORS AND DISCREPANCIES. If the Contractor, in the
course of the work, finds any discrepancies between the plans and the physical conditions of the
locality, or any errors of omission in plans or in the layout as given by said stakes and instructions,
it shall be his duty to inform the Engineer immediately, in writing, and the Engineer shall
promptly correct the same.
5. ALTERATION OR CORRECTION OF PLANS. The plans are made up from
surveys that are presumably correct and represent the foreseen construction requirements. Any
modification of the plans which may be required by the exigencies of the construction or any
corrections made necessary because of errors in the original surveys, will be made by the
Engineer. Should corrections or modifications of the plans or specifications require a different
quality or class of work than that upon which the unit prices in the Proposal are based, or if the
modifications or corrections are required in parts of the work partially completed and such
modifications result in an increased cost to the Contractor, the amount to be paid for work
resulting from such changes shall be agreed upon in writing at the time the changes are ordered
and before the work is begun by the Contractor. No allowance will be made for anticipated profits
on work not performed.
6. CHANGES IN THE WORK. The Waterloo Water Works, without invalidating
the contract, may order extra work or make changes by altering, adding to, or deducting from the
work, the contract sum being adjusted by agreement or arbitration before such changed work is
undertaken. All such work shall be executed under the conditions of the original contract, except
that any claim for extension of time caused thereby shall be adjusted at the time of ordering such
change.
7. INCREASED OR DECREASED QUANTITIES. The right is reserved without
impairing the contract, to order the performance of such work of a class not contemplated in the
Proposal or to increase or decrease the quantities as may be considered necessary to complete fully
and satisfactorily the work included in the contract. However, when the work is completed
without change in the plans, and the measured quantity of any item of work varies by more than
twenty percent (20%) from the estimated quantity specified in the contract, an adjustment in price
may be made for such item of work by agreement between the Engineer and the Contractor,
subject to the approval of the Board. Either party to the contract may request such an adjustment.
8. LANDS AND RIGHT OF WAY. The Waterloo Water Works shall provide the
lands upon which the work under this contract is to be done, except that the Contractor shall
provide land required for the erection of temporary construction facilities and storage of his
material, together with the right of access to same.
9. CITY WATER. The Contractor shall be allowed to use City Water but before any
water is used, he shall make application to the Waterloo Water Works, who will coordinate this
with the Contractor. Waterloo Water Works personnel are the only personnel allowed to operate
existing water mains, valves, hydrants, etc. The Contractor will be charged for meters, equipment
and water, except for the water needed to load the new water main the first time which shall be at
no cost to the Contractor.
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10. RIGHTS OF VARIOUS INTERESTS. Whenever work being done by the
Waterloo Water Work's forces or by other Contractors is contiguous to work covered by this
contract, the respective rights of the various interests involved shall be established by the Engineer
to secure the completion of the various portions of the work in general harmony.
11. CLOSING STREETS TO TRAFFIC. The Engineer shall be the judge of how
many streets or parts of streets it is necessary for the Contractor to close at any time and may
refuse to permit the closing of additional streets until such of the work is finished and opened to
traffic as he may direct.
12. OBSTRUCTION OF STREETS. The work is to be carried on in such manner as
to obstruct the streets, highways, and alleys as little as possible. The Contractor shall carry on the
different parts of the work so as to complete the whole, as nearly as practicable, at the same time.
In doing the work, the Contractor shall follow the directions of the Engineer as to the place or
places where work shall be started or be carried on and the direction in which it shall be done.
13. SHANTIES AND BUILDINGS. Shanties or other buildings shall not be erected
in or upon any street, highway, or alley without permission of the Engineer. If such permission be
granted, it may be upon any reasonable terms prescribed by the person or body granting such
permission.
14. SANITARY CONVENIENCES. The Contractor shall furnish the necessary
sanitary conveniences, properly secluded, for the laborers on the work, and these shall be
maintained in a manner that will be inoffensive to the public.
15. CLEANING UP. The Contractor shall, as directed by the Engineer, remove from
the City's property and from all public and private property, at his own expense, all temporary
structures, rubbish, and waste materials resulting from his operations before work can be
considered completed. The Contractor shall also renew or replace any and all fences, sidewalks,
or other property damaged or disturbed by his work.
16. OMISSION OF PARTS OF GENERAL SPECIFICATIONS. Parts of the
General Specifications deemed not to apply to some particular work may be omitted by special
reference in other parts of the contract documents.
SECTION C - CONTROL OF MATERIALS AND WORK
1. SUPERVISION AND INSPECTION. The Engineer shall have supervision of the
construction provided for in this Contract and shall decide any and all questions which may arise
as to the quality and acceptability of materials furnished, work performed, manner of performance,
rate of progress on the work, and all questions regarding the acceptable fulfillment of the terms of
the Contract. Materials and construction work shall, at all times, be subject to the inspection of
the Engineer or his representatives. The Contractor shall be held strictly to the true intent of these
specifications as regards the quality of materials, workmanship, and the diligent prosecution of the
work.
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Neither the Waterloo Water Works, the City, nor the Engineer is responsible for the safety
of the Contractor's employees, subcontractors or subcontractor's employees. The Contractor,
alone, shall be responsible for the safety, efficiency and adequacy for his/her safety and that of
his/her employees and for any damages which may result from the failure of their improper
construction appliances, methods, means, maintenance or operation.
The Engineer and his representatives shall, at all times, have access to the work wherever it
is in preparation of progress, and the Contractor shall provide proper facilities for such access and
for inspection.
If the specifications, the Engineer's instructions, law ordinances, or any public authority
require any work and/or materials to be especially tested or approved, the Contractor shall give the
Engineer timely notice of readiness for inspection. If the inspection is to be made by authority
other than the Engineer, the Contractor shall notify the engineer of the date fixed for inspection.
Inspections by the Engineer will be promptly made and, where practicable, at the source of supply.
If any work should be covered up without the approval or consent of the Engineer, it must, if
required by the Engineer, be uncovered for examination at the Contractor's expense.
Re-examination of questioned work may be ordered by the Engineer, and, if so ordered,
the work must be uncovered by the Contractor. If such work be found in accordance with the
Contract, the Waterloo Water Works shall pay the cost of re-examination and replacement. If
such work be found not in accordance with the Contract, the Contractor shall pay such cost unless
he shall show that the defect in the work was caused by another Contractor, and, in that event, the
Waterloo Water Works shall pay the cost.
2. AUTHORITIES AND DUTIES OF INSPECTORS. Inspectors may be
stationed on the work to report to the Engineer as to the progress of the work and the manner in
which it is being performed; also, to report whenever it appears that materials furnished and work
performed by the Contractor fail to fulfill the requirements of the specifications and Contract, and
to direct the attention of the Contractor to such failure or infringement; but such inspection shall
not relieve the Contractor from any obligations to furnish acceptable materials or to provide
completed construction that is satisfactory in every particular.
In case of any dispute arising between the Inspector and the Contractor as to materials
furnished or the manner of performing the work, the Inspector shall have the authority to reject
materials or suspend the work until the question at issue can be referred to and decided by the
Engineer. Inspectors are not authorized to revoke, alter, enlarge, relax, or release any
requirements of these specifications. The Inspector shall, in no case, act as foreman or perform
other duties for the Contractor, or interfere with the management of the work by the latter.
3. STATUS OF THE ENGINEER. The Engineer shall have general supervision
and direction of the work, except that this shall not include the safety of the Contractor's
employees or the safety of the Contractor's subcontractor's employees or the public, which
responsibility is solely the Contractor's. He has authority to stop the work whenever such
stoppage may be necessary to insure the proper execution of the Contract. He shall also have
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authority to reject any work and/or materials which do not conform to the specifications, to direct
the application of forces to any portion of the work as, in his judgment, is required, and to order
the force increased or diminished, and to decide questions which arise in the execution of the
work.
4. ENGINEER'S DECISIONS. The Engineer shall, within a reasonable time, make
decisions on all claims of the Contractor and on all other matters relating to the execution and
progress of the work or the interpretation of the contract documents.
All such decisions of the Engineer shall be final except as to the element of time and
financial consideration involved, which, if no agreement in regard thereto is reached, shall be
subject to arbitration.
5. STAKES AND INSTRUCTIONS. The Contractor shall provide reasonable and
necessary opportunities and facilities for setting stakes and making measurements. The Contractor
shall not furnish stakes or men to set them. He shall not proceed until he has received from the
Engineer such stakes and instructions as may be necessary to the progress of the work.
The Contractor shall carefully preserve bench marks, reference points, and stakes, and in
case of willful or careless destruction, he shall be charged with the resulting extra expense and
shall be responsible for any mistakes that may be caused, by their loss or disturbance.
6. SUPERINTENDENCE. The Contractor shall keep on his work during its
progress a competent superintendent and any necessary assistants, all satisfactory to the Engineer.
The Superintendent shall not be changed except with the consent of the Engineer, unless the
Superintendent proves to be unsatisfactory to the Contractor and ceases to be in his employ. The
Superintendent shall represent the Contractor in his absence, and all directions given to him shall
be as binding as if given to the Contractor. Important decisions shall be confirmed in writing to
the Contractor. Other directions shall be so confirmed on written request in each case.
The Contractor shall give efficient supervision to the work using his best skill and
attention. He shall carefully study and compare all drawings, specifications, and other
instructions, and shall report at once to the Engineer any error, inconsistency, or omission which
he may discover.
7. REMOVAL OF UNAUTHORIZED WORK. Work done without lines and
grade being give, work done beyond lines shown on the plans or as given, except as herein
provided, or any extra or additional work done without authority, will be considered as
unauthorized and at the expense of the Contractor and will not be paid for under the provisions of
the Contract. Work so done may be ordered removed and replaced at the Contractor's expense.
8. REMOVAL OF DEFECTIVE MATERIALS OR WORK. The Contractor shall
promptly remove from the premises all materials condemned by the engineer as failing to conform
to the Contract; whether incorporated in the work or not, and the Contractor shall promptly replace
and re -execute his own work in accordance with the contract and without expense to the Waterloo
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Water Works, and shall bear the expense of making good all work of other Contractors destroyed
or damaged by such removal or replacement.
If the Contractor does not remove such condemned work and materials within a reasonable
time, fixed by written notice, the Waterloo Water Works may remove them and may store the
material at the expense of the Contractor. If the Contractor does not pay the expense of such
removal within a reasonable time thereafter, the Waterloo Water Works may, upon ten (10) days'
written notice, sell such materials at auction or at private sale and shall account for the net
proceeds thereof, after deducting all the costs and expense that should have been borne by the
Contractor; or, if the net proceeds of such sale are insufficient to pay the expenses of removal, the
Waterloo Water Works may deduct the balance from any amounts due the Contractor.
9. MATERIALS, EQUIPMENT, APPLIANCES, AND FACILITIES. Unless
otherwise stipulated, the Contractor shall provide and pay for all materials, labor, water, tools,
equipment, light, power, transportation, and other facilities necessary for the execution and
completion of the work. Materials shall be of the quality specified for each particular part of the
work.
Whenever, in construction of the work or in the manufacture of any article of appliance
necessary for the construction or operation of the work, it is necessary to use any material that is
not fully specified in these specifications, it shall be of good quality and shall meet with the
approval of the Engineer.
Any appliance that is necessary for the construction or operation of the work and is
commonly recognized as a part of the work, shall be furnished by the Contractor as part of the
work, whether or not it is specifically called for in the plans and specifications, and such appliance
shall be of good quality and standard make and shall meet with the approval of the Engineer.
10. MATERIAL SAMPLES. Before the contract is awarded, the bidder may be
required to furnish a statement of the origin, composition, and manufacture of any and all
materials proposed for use in the performance of the Contract, together with samples of the
material. These samples will be considered as representative and typical of the material to be
obtained from any particular source.
11. CHARACTER OF WORKMEN AND EQUIPMENT. The Contractor shall
employ competent and efficient workmen for every kind of work. Any person employed on the
work who shall refuse or neglect to obey the directions of the engineer or Inspector, or who shall
be deemed incompetent or disorderly, or who shall commit trespass upon public or private
property in the vicinity of the work, shall be dismissed when the Engineer so orders, and shall not
be re-employed unless express permission be given by the Engineer. The Contractor shall, at all
times, enforce discipline and good order among his employees.
The methods, equipment, and appliances used on the work, and the labor employed, shall
be such as will produce a satisfactory quality of work and shall be adequate to complete the
contract within the specified time limit.
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12. HIRING WATERLOO WATER WORKS EMPLOYEES. The Contractor
shall not employ and hire any of the Waterloo Water Work's employees without the permission of
the Waterloo Water Works.
13. LABOR. Local labor shall be given preferences so far as practicable.
14. THE WATERLOO WATER WORK'S RIGHT TO DO WORK. If the
Contractor should neglect to prosecute the work properly or fail to perform any provision of this
Contract, the Waterloo Water Works, after three (3) days' written notice to the Contractor may,
without prejudice to any other remedy he may have, make good such deficiencies and may deduct the
cost thereof from the payment then or thereafter due the Contractor, provided, however, that the
Engineer shall approve both such action and the amount charged to the Contractor.
SECTION D - PROCEDURE AND PROGRESS
1. ORDER OF COMPLETION - USE OF COMPLETED PORTIONS. The
Contractor shall complete any portion or portions of the work in such order or time as the
Engineer may require. The Waterloo Water Works shall have the right to take possession of an
use completed or partially completed portion of the work at any time, but such taking possession
and use shall not be deemed an acceptance of work so taken or used, or any part thereof. If such
prior use increases the cost of or delays the work, the Contractor shall be entitled to such extra
compensation or extension of time, or both, as the Engineer may determine.
2. WEATHER. During stormy or inclement weather, all work shall be suspended,
except such as can be done in an acceptable manner. Permission to work during freezing, stormy,
or inclement weather shall in no way be construed as a release of the Contractor's responsibility
regarding the quality of the finished work at such time.
3. SUNDAYS AND LEGAL HOLIDAYS. Except for such work as may be
required to properly maintain or protect completed or partially completed construction or to
maintain lights and barricades, no work will be permitted on Sundays or legal holidays without
specific permission of the Engineer.
4. DELAYS AND EXTENSION OF TIME. If the Contractor be delayed in the
completion of the work by an act of neglect of the Waterloo Water Works, or its employees; or by
any other Contractor employed by the Waterloo Water Works; or by changes ordered in the work;
or by strikes, lockouts, fire, unusual delays in transportation, unavoidable casualties, or any cause
beyond the Contractor's control; or by delay authorized by the Engineer pending arbitration; or by
any cause which the Engineer shall decide justifies the delay, then the time of completion shall be
extended for such reasonable time as the Engineer may decide will compensate for such delay.
No such extension shall be made for delay occurring more than thirty (30) days before
claim therefore is made in writing to the Engineer. In the case of a continuing cause of delay, only
one claim is necessary.
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This article does not exclude the recovery of damages for delay by either party under
provisions in the contract documents.
5. TEMPORARY SUSPENSION OF WORK. The Engineer shall have authority to
suspend the work, wholly or in part, for such period or periods of time as he may deem necessary,
due to unsuitable weather or such other conditions as are considered unfavorable for the suitable
prosecution of the work, or for such time as is necessary due to the failure to the Contractor to
carry out orders given or to perform any or all provisions of the Contract.
6. NOTICES - HOW SERVED. Any notice to be given by the Waterloo Water
Works to the Contractor under this contract shall be deemed to be served if the same be delivered
to the man in charge of any office used by the Contractor or his foreman or agent at or near the
work, or deposited in the post office, postpaid, addressed to the Contractor at his last known place
of business.
7. PROGRESS OF WORK. The progress of the work shall be such that, at the
expiration of one-fourth (1/4) of the contract period, one -eighth (1/8) of the work shall be
completed; at the expiration of one-half (1/2) of the contract period, three -eighths (3/8) of the
work shall be completed; at the expiration of three -fourths (3/4) of the contract period, the work
shall be three -fourths (3/4) completed, and the whole work shall be completed at the expiration of
the contract period.
If, at any time the above schedule is not being maintained, the Board may give written
notice to the Contractor and his sureties that the specifications are not being complied with. Such
notice shall state what action on the part of the Contractor is required to bring the work within the
requirements of the specifications. If the Contractor fails, within ten (10) days, to proceed as
directed in the said notice, then the Council shall have authority to annul this contract without
process or action at law and take over the prosecution and completion of the work, as provided
under the article covering Waterloo Water Work's right to terminate contract.
8. RIGHT TO TERMINATE CONTRACT. If the Contractor should be adjudged a
bankrupt; or if he should make a general assignment for the benefit of this creditor; or if a
Receiver should be appointed on account of his insolvency; or if he should persistently or
repeatedly refuse or should fail, except in cases for which extension of time is provided, to supply
enough skilled workmen or proper materials; or if he should fail to make prompt payment to
Subcontractors or for materials or labor; or if he should persistently disregard laws, ordinances, or
the instructions of the Engineer; or if he should otherwise be guilty of a substantial violation of
any provision of the contract, then the Waterloo Water Works, upon the certificate of the Engineer
that sufficient cause exists to justify such action, may, without prejudice to any other rights or
remedy, and after giving the Contractor seven (7) days' written notice, terminate the employment
of the Contractor and take possession of the premises and of all materials, tools and appliances
thereon and finish the work by whatever method he may deem expedient. In such cases, the
Contractor shall not be entitled to receive any further payment until the work is finished.
If the unpaid balance of the contract price shall exceed the expenses of finishing the work,
including compensation for additional managerial and administration services, such excess shall
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be paid to the Contractor. If such expense shall exceed such unpaid balance, the Contractor shall
pay the difference to the Waterloo Water Works. The expense incurred by the Waterloo Water
Works as herein provided and the damage incurred through the Contractor's default shall be
certified by the Engineer.
9. REMOVAL OF EQUIPMENT. In the case of annulment of this contract before
completion, from any cause whatsoever, the Contractor, if notified to do so by the Waterloo Water
Works; shall promptly remove any part or all of his equipment and supplies from the property of
the Waterloo Water Works, failing which, the Waterloo Water Works shall have the right to
remove such equipment and supplies at the expense of the Contractor.
SECTION E - MEASUREMENTS AND PAYMENT
1. STANDARD OF MEASUREMENT. All work completed under the contract
shall be measured by the Engineer according to the United States standard measures.
2. SCOPE OF PAYMENTS. The Engineer's measurements of quantities shall be
the basis for final payment for the work performed under this Contract. After the work is
completed, the Engineer will make measurements and computations of the number of units of each
of the various items of work completed, and the Contractor will be paid for the actual amount of
work performed at the rates specified in his Proposal. Before final settlement is made, the Board
may require the Contractor to submit a list of all persons furnishing labor or materials, with
evidence that such persons have been paid in full. Payment shall be made in the manner set forth
in official publications and Board Proceedings relative thereto.
3. PAYMENT FOR EXTRA WORK. Such extra work as may have been ordered
by the Engineer and performed by the Contractor shall be compensated for as provided herein. If
work is to be done or materials are to be furnished by the Contractor which cannot properly be
classified under unit prices included in the Proposal, the Contractor shall be paid therefore the
actual reasonable cost of the labor and materials entering permanently in such work, plus fifteen
percent (15%) of the cost thereof. In computing the labor cost on such extra work, the following
items shall be included:
(a) Actual payroll expenditures for labor at the current rate therefore, and cost of
materials.
(b) Pay of foreman and timekeepers for actual time required on the extra work.
(c) Liability insurance, prorated, for the extra work.
Labor cost items on extra work shall be furnished in duplicate by the Contractor to the
Inspector daily. The Inspector shall check the items, and if he finds them to be correct, he shall so
certify on the statement of cost, returning one copy to the Contractor and filing one copy with the
Engineer.
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The Engineer shall determine the cost of materials entering into extra work from the
materials and receipted freight bills for the same.
For any special machine, power tools, or equipment, including fuel and lubricants, but not
including small hand tools, which may be deemed necessary or desirable to use, the Contractor
shall be allowed a reasonable rental thereon, to be agreed upon in writing by the Engineer before
such work is begun, and to which sum no percentage is to be added.
The item of cost shall not include repairs or replacement of equipment or overhead
expenses of any character. The fifteen percent (15%) allowed is considered to cover the use of
hand tools and all overhead expenses except liability insurance.
In no case will a claim for extra compensation be allowed unless the work upon which the
claim is based has been ordered in writing, except as provided hereinafter.
4. CLAIMS FOR EXTRA COST. If the Contractor claims that any instructions, by
drawings or otherwise, involved extra cost under this contract, he shall give the Engineer written
notice thereof within ten (10) days after completion of the work.
No such claim shall be valid unless so made.
5. CLAIMS FOR EXTRA COMPENSATION. If the Contractor deems that extra
compensation is due him for work and/or materials that he considered is not clearly covered in the
items for which he submitted unit prices in his bid and that were not ordered in writing by the
Engineer as an extra s heretofore provided, the Contractor shall notify the Engineer, in writing, of
his intention to make claim for extra compensation for work and/or material before starting
construction. If such written notification is not given or the Engineer is not afforded proper
facilities by the Contractor for keeping strict account of actual cost as defined herein, then the
Contractor hereby agrees to waive the claim for extra compensation. Such notice to the engineer
and the fact that the Engineer has kept account of cost as aforesaid, shall not in any way be
construed as proving the validity of the claim, which must be passed upon by the Waterloo Water
Works. In the event that the Waterloo Water Works finds the claim to be just, it shall be allowed
and paid for as extra work as provided herein.
6. COMPLETION REPORT AND OBJECTIONS THERETO. Within ten (10)
days after the full completion of the work to be done under this contract, the Engineer shall make a
written statement of all the work done by the Contractor hereunder, stating the quantity of each
item as found by him and including a statement of all credits for extra work and all credits or
debits for changes, alterations, omissions, and defects, and shall forthwith deliver a copy of such
statement to the Contractor. The Contractor shall compare such statement with his own records
and shall then, in writing, either approve such statement or point out any claimed errors or
omissions. If any of such claims are found correct, the Engineer shall, within ten (10) days,
prepare a new statement, a copy of which shall in like manner be delivered unto the Contractor.
The Engineer will not file a formal completion report with the Waterloo Water Works until the
Contractor has approved the same.
GENERAL SPECS 2026 Phase 4 Heartland Hills Area Page 12 of 17
Water Main Replacement
If the figures of the Engineer and the Contractor cannot be reconciled, or there is a
difference of opinion regarding some item or items, then such difference of opinion shall be
submitted to arbitration as hereinafter provided, and the decision of the arbitrator or arbitrators
shall be final, and the Engineer shall, within a period of five (5) days, file his completion report.
Before action by the Board upon such completion report, the Contractor shall also file a
written statement of any claims he may have against the Waterloo Water Works, other than those
shown by such completion report, growing out of this contract or the work done hereunder. The
Waterloo Water Works shall retain ten percent (10%) of the amount due the Contractor on the
completion report for a period of thirty (30) days. If no claims are filed against the Contractor
within thirty (30) days, the final ten percent (10%) shall then be paid to the Contractor.
7. WAIVER. By the execution of this contract ,the Contractor agrees that any
objections he may have to the statement of the amount of work done hereunder included by the
Engineer in this completion report, and any claims of the Contractor against the Waterloo Water
Works growing out of this contract and the work done hereunder which are not stated in writing in
the manner and within the time provided in Article 6, Section E hereof, shall be waived, and no
such claim shall thereafter be asserted against the Waterloo Water Works.
SECTION F - LEGAL RELATIONS AND RESPONSIBILITIES
1. LAWS RELATING TO WORK. The Contractor is presumed to be familiar with
all laws, ordinances, and regulations which may, in any manner, affect those engaged or employed
upon the work or the materials or equipment used in or upon the work, and shall conduct the work
so as not to conflict with such laws, ordinances, and regulations.
2. PROTECTION OF WORK AND PROPERTY. The Contractor for any part of
the improvement shall be held responsible for the care of materials and of partially completed and
completed work until final acceptance of the same by the Board. He will be required to make
good at his own expense any damage which the work may sustain from any cause prior to the
filing of the engineer's certificate of completion. He shall take all risk from floods and casualties
of every description and make no charge for delay due to such cause. He may, however, be
allowed a reasonable extension of time on account of such delays. He shall correct or make good
at his own expense all damages to adjacent property due to the acts or negligence of his employees
of the prosecution of his work, and save the Waterloo Water Works harmless therefore.
The Contractor shall be held liable and responsible for all damages done to water, sewer,
drain, or other underground pipes and structures, and to sidewalks and private property.
3. RESPONSIBILITY FOR ACCIDENTS. The Contractor shall assume full
responsibility for all damages sustained by persons or property due to the carrying on of his work
until final acceptance thereof, or until released by the Engineer in writing.
4. LIABILITY INSURANCE. The Contractor shall carry liability insurance which
shall save the Waterloo Water Works and the Engineer harmless and protect the public and any
person from injury sustained by the reason of the prosecution of the work or the handling or
GENERAL SPECS 2026 Phase 4 Heartland Hills Area Page 13 of 17
Water Main Replacement
storing of materials therefore, and said Contractor shall also carry liability insurance which shall
meet the requirements of the Iowa Worker's Compensation Law.
Before work shall be started on this contract, the Contractor shall furnish the General
Manager of the Waterloo Water Works with proper affidavit or Affidavits executed by
representatives of duly qualified insurance companies, evidencing that said insurance company or
companies have issued liability insurance policies, effective during the life of the contract, or for a
period of a least ten (10) days following the filing of written notice of cancellation, protecting the
public and any person from injuries or damages sustained by reason of carrying on the work
involved in the Contract. The affidavit shall specifically evidence the following forms of
insurance protection:
(a) Public liability insurance covering all operations performed by persons directly
employed by the Contractor.
(b) Public liability insurance covering all operations performed by any Subcontractor
to whom a portion of the work may have been assigned.
(c) Public liability insurance covering all work upon the project performed by any
independent Contractor working under the direction of either the principal
Contractor or a Subcontractor.
(d) Motor vehicle bodily injury liability insurance and property damage liability
insurance on all motor vehicles employed on the work, whether owned by the
Contractor or by other persons, firms, or corporations.
(e) The minimum protection shall be as follows:
Comprehensive General Liability Insurance
General Aggregate Limit $ 2,000,000.00
Products —Completed Operations
Aggregate Limit $ 2,000,000.00
Each Occurrence Limit $ 2,000,000.00
Comprehensive Automobile Liability
Insurance $ 1,000,000.00
The Contractor shall have the Waterloo Water Works, the Engineer, and the City of
Waterloo, Iowa, named as an "Additional Named Insured". A certificate, or a policy if requested,
shall be filed with the Owner.
All certificates and/or policies of insurance furnished by the Contractor to be filed with the
General Manager of the Waterloo Water Works shall include the name and address of the agency
GENERAL SPECS 2026 Phase 4 Heartland Hills Area Page 14 of 17
Water Main Replacement
issuing the same. It shall also be required that the said General Manager be notified by registered
mail of the cancellation or expiration of the above insurance.
5. BARRICADES AND SIGNS. The Contractor shall, at his own expense and
without further or other order, provide, erect, and maintain, at all times during the progress and
suspension of the work and until completion and final acceptance thereof, suitable and requisite
barricades, signs, or other adequate protection, as required by the latest edition of the "Iowa
Manual on Uniform Traffic Control Devices for Streets and Highways" and shall provide, keep,
and maintain such barricades, signs, etc., as may be required or as may be ordered by the
Engineer, to insure the safety of the public as well as those engaged on the work. All barricading
plans shall be approved by the Engineer.
6. ROYALTIES AND PATENTS. The Contractor shall pay all royalties and license
fees. He shall defend all suits or claims for infringement of any patent rights and shall save the
Waterloo Water Works harmless from loss on account thereof, except that the Waterloo Water
Works shall be responsible for all such loss when a particular process or the product of a particular
manufacturer is specified.
7. PERMITS AND REGULATIONS. Permits and licenses of a temporary nature
for the prosecution of the work shall be secured and paid for by the Contractor. Permits, license,
and easements for permanent changes in existing facilities shall be secured and paid for by the
Waterloo Water Works.
8. CLAIMS FOR DAMAGES. Any claim for damages arising under this Contract
shall be made in writing to the party liable within a reasonable time of the first observance of such
damage and no later than the time of final payment, except as expressly stipulated otherwise in the
case of faulty work or materials, and shall be adjusted by agreement or arbitration.
The Contractor shall be held for the payment of all just claims against him arising out of
the prosecution of this contract, and his bond will not be released until such claims are paid for
dismissed.
9. ASSIGNMENT OF CONTRACT. The Contractor shall not sell or assign the
contract or sublet any portion of the work provided for therein without the written consent of the
Board.
10. SUBCONTRACTORS. The Contractor shall, as soon as practicable after the
signature of the contract, notify the Engineer in writing of the names of the Subcontractors
proposed for the work and shall not employ any that the Engineer may, within a reasonable time,
object to as incompetent or unfit.
The Contractor agrees that he is as fully responsible to the Waterloo Water Works for the
acts and omission of his Subcontractors and of persons either directly or indirectly employed by
them as he is for the acts and omissions of persons directly employed by him.
GENERAL SPECS 2026 Phase 4 Heartland Hills Area Page 15 of 17
Water Main Replacement
Nothing contained in the contract documents shall create any contractual relation between
any Subcontractor and the Waterloo Water Works.
11. ARBITRATION. All questions subject to arbitration under this Contract shall be
submitted to arbitration at the choice of either party to the dispute.
The Contractor shall not cause a delay of the work during any arbitration proceedings,
except by agreement with the Engineer.
The demand for arbitration shall be filed in writing with the Engineer, in the case of an
appeal from his decision, within ten (10) days of its receipt, and in any other case, within a
reasonable time after cause thereof, and in no case later than the time of final payment, except as
otherwise expressly stipulated in the contract. If the Engineer fails to make a decision within a
reasonable time, an appeal to arbitration may be taken as if his decision had been rendered against
the part appealing.
No one shall be nominated or act as an arbitrator who is in any way financially interested
in the contract or in the business affairs of either the Waterloo Water Works or the Contractor.
The general procedure shall conform to the laws of the State of Iowa. Unless otherwise
provided by such laws, the parties may agree upon one arbitrator; otherwise, there shall be three --
one named in writing by each party to this contract to the other party, and the third chosen by these
two arbitrators, or, if they fail to select a third within ten (10) days, then he shall be chosen by the
Comptroller of the State of Iowa. Should either party refuse or neglect to supply the arbitrators
with any papers or information demanded in writing, the arbitrators are empowered by both parties
to proceed ex parte.
If there be one arbitrator, his decision shall be binding; if three, the decision of any two
shall be binding. Such decision shall be a condition precedent to any right of legal action, and,
wherever permitted by law, it may be filed in Court to carry it into effect.
The arbitrators, if they deem that the case demands it, are authorized to award to the party
whose contention is sustained such sums as they shall deem proper for the time, expense, and
trouble incident to the appeal, and, if the appeal was taken without reasonable cause, damages for
delay, the arbitrators shall fix their own compensation unless otherwise provided by agreement,
and shall assess the costs and charges of the arbitration upon either or both parties.
The award of the arbitrators must be in writing, and it shall not be open to objections on
account of the form of proceeding or the award, unless otherwise provided by the laws of Iowa.
In the event of such laws providing on any matter covered by this article otherwise than as
hereinbefore specified, the method of procedure throughout and the legal effect of the award shall
be wholly in accordance with the laws of the State of Iowa, it being intended hereby to lay down a
principle of action to be followed, leaving its local application to be adopted to the legal
requirements of the place in which the work is to be done.
GENERAL SPECS 2026 Phase 4 Heartland Hills Area Page 16 of 17
Water Main Replacement
12. PERFORMANCE BOND. The Contractor shall, at the time of execution and
delivery of this contract and before the taking effect of same, furnish and deliver to the Waterloo
Water Works a written bond of indemnity to the amount required by law in form and substance,
and with surety thereon satisfactory and acceptable to the Waterloo Water Works, to insure the
faithful performance by the Contractor of all the covenants and agreements on the part of the
Contractor contained in this contract. This bond shall remain in force and effect for the full
amount of the Contract.
13. PERSONAL LIABILITY OF PUBLIC OFFICIALS. In carrying out any of the
provisions of the Contract or in exercising any power or authority granted him thereby, there shall
be no liability upon the Engineer or his authorized assistants, either personally or as an official of
the Waterloo Water Works, it being understood that in such matters he acts as the agent and
representative of the Waterloo Water Works.
14. JURISDICTION. Any action in Court against the Contractor or sureties on his
bond because of damages to property or individuals by said Contractor or his workmen, or
because of the violation of any provisions of the specifications, or on account of the failure of said
Contractor to comply fully with these provisions, shall be brought in the District Court of the State
of Iowa in and for Black Hawk County.
15. TERMINATION OF RESPONSIBILITY. The Contract shall be considered as
completed and the Contractor released from further obligations except as to the requirements of
his bond, after the work has been completed and finally accepted and final estimates have been
allowed and the completion report of the engineer has been filed and approved by the Council.
16. WATERLOO WATER WORK'S LEGAL RIGHTS. The Waterloo Water
Works shall not be precluded by any measurements, estimate, or certificate made, either before or
after the completion and acceptance of the work and payment therefore, from showing the true
amount and character of the work performed and materials furnished by the Contractor, or from
showing that any such measurement, estimate, or certificate is untrue or incorrectly made, or the
work or materials do not, in fact, conform to the Contract.
The Waterloo Water Works shall not be precluded, notwithstanding any such
measurements, estimate, or certificate and payment in accordance therewith, from recovering from
the Contractor and his surety such damages as it may sustain by reason of his failure to comply
with the terms of the Contract. Neither the acceptance by the Waterloo Water Works or any of its
representatives, nor any payment for or acceptance of the whole or any part of the work, nor any
extension of time, nor any possession taken by the Waterloo Water Works, shall operate as a
waiver on any portion of the contract or of any power herein reserved, or any right to damages
herein provided. A waiver of any breach of the contract shall not be held to be a waiver of any
other or subsequent breach.
GENERAL SPECS 2026 Phase 4 Heartland Hills Area Page 17 of 17
Water Main Replacement
SUPPLEMENTAL GENERAL SPECIFICATIONS FOR CONSTRUCTION
1. SUBCONTRACTS
The contractor shall cause appropriate provisions to be inserted in all subcontracts
relative to the work to require compliance by each subcontractor with the applicable
provisions of the contract for the improvements embraced in this contract.
2. REVIEW BY THE WATERLOO WATER WORKS OF WATERLOO
The Waterloo Water Works, its authorized representatives and agents, shall at all times
have access to and be permitted to observe and review all work, materials, equipment,
payrolls, personnel records, employment conditions, material invoices, and other
relevant data and records pertaining to this contract, provided, however, that all
instructions and approval with respect to the work. will be given to the contractor only
by the Waterloo Water Works through its authorized representative or agents.
3. INSPECTION
a. The contractor shall furnish promptly all materials reasonably necessary for
any tests which may be required. All tests by the Waterloo Water Works will
be performed in such manner as not to delay the work unnecessarily and will
be made in accordance with the provisions of the Technical Specifications.
b. Inspection of materials and appurtenances to be incorporated in the
improvements embraced in this contract may be made at the place of
production, manufacture or shipment, whenever the quantity justifies it, and
such inspection and acceptance, unless otherwise stated in the Technical
Specifications, shall be final, except as regards (1) latent defects, (2) departures
from specific requirements of the contract, (3) damage or loss in transit, or (4)
fraud or such gross mistakes as amount to fraud. Subject to the requirements
contained in the preceding sentence, the inspection of materials as a whole or
in part will be made at the project site.
4. WARRANTY OF TITLE
No material, supplies, or equipment to be installed or furnished under this contract
shall be purchased subject to any chattel mortgage or under a conditional sale, lease -
purchase or other agreement by which an interest therein or in any part thereof is
retained by the seller or supplier. The contractor shall warrant good title to all
materials, supplies, and equipment installed or incorporated in the work and upon
completion of all work, shall deliver the same together with all improvements and
appurtenances constructed or placed thereon by him to the Waterloo Water Works free
from any claims, liens, or charges. Neither the contractor nor any person, firm, or
SUPPLEMENTAL GENERAL 2026 Phase 4 Heartland Hills Area PAGE 1 OF 2
SPECIFICATIONS Water Main Replacement
corporation furnishing any material or labor for any work covered by this contract shall
have any right to a lien upon any improvement or appurtenance thereon. Nothing con-
tained in this paragraph, however, shall defeat or impair the right of persons furnishing
materials or labor to recover under any bond given by the contractor for their
protection or any rights under any law permitting such persons to look to funds due the
contractor in the hands of the Waterloo Water Works. The provisions of this
paragraph shall be inserted in all subcontracts and material contracts and notice of its
provisions shall be given to all persons furnishing materials for the work when no
formal contract is entered into for such materials.
SUPPLEMENTAL GENERAL 2026 Phase 4 Heartland Hills Area PAGE 2 OF 2
SPECIFICATIONS Water Main Replacement
FORM OF CONTRACT
CONTRACT FOR THE CONSTRUCTION OF
2026 PAHSE 4 HEARTLAND HILLS AREA.
WATER MAIN REPLACEMENT
WATERLOO WATER WORKS
CITY OF WATERLOO, IOWA
This contract made and entered into this day of , 2026, by and between the
Board of Water Works Trustees of the Waterloo Water Works, Waterloo, Iowa, (hereinafter referred to
as Board), and _, (hereinafter referred to as Contractor),
WITNESSETH:
PAR. t Contractor agrees to build and construct the 2026 PHASE 4 HEARTLAND HILLS
AREA WATER MAIN REPLACEMENT, WATERLOO WATER WORKS,
WATERLOO, IOWA and furnish all necessary tools, equipment, materials and labor
necessary to do all the work called for in the plans and specifications in a workmanship like
manner and for the prices set forth in Contractor's proposal, which was accepted by the
Waterloo Water Works, and which is understood and agreed to be a part of this contract.
PAR. 2 It is understood and agreed that the resolution adopted by the Board ordering the
construction of the improvement, the Notice to Contractors as published, the Instruction to
Bidders, the Form of Proposal, the Construction and Maintenance Bonds, the Board
Proceedings relating to this matter, and the Plans and Specifications shall all be considered
as forming a part of the contract the same as though they were each set out in said contract.
PAR. 3 The Contractor agrees to furnish at its own cost and expense, all necessary materials and
labor for said work and to construct said improvements in a thorough, substantial, and
workmanlike manner, and in strict accordance with the requirements of this contract, and of
the plans and specifications made a part hereof by reference, and to the satisfaction and
approval of the Waterloo Water Works and its engineer.
PAR. 4 The Contractor agrees to perform said work and install said improvements on the terms set
out in bid or proposal to the Waterloo Water Works which has been accepted by the
Waterloo Water Works and which is by reference made a part of this contract.
PAR. 5 The Contractor agrees to commence said work within ten (10) working days after receipt of
"Notice to Proceed" and complete it on or before the dates set forth in the Notice of Public
Hearing and Notice to Bidders, unless an extension of time is granted in writing by the
Board.
FORM OF CONTRACT 2026 Phase 4 Heartland Hills Area PAGE 1 OF 4
Water Main Replacement
PAR. 6 Should the Contractor fail to complete said improvements in strict accordance with the
terms and conditions of this contract, or the plans and specifications therefore promptly by
the date herein specified, the Waterloo Water Works may pay such additional sums as it
may be required to pay by reason of the failure of said contractor and deduct any and all
such sums from any amount then due the Contractor.
PAR. 7 The Contractor agrees to comply with and obey all ordinances of the City of Waterloo,
Iowa, relating to the obstruction of streets and alleys, keeping open passage ways for water,
traffic, and protecting any excavations in any street or alley, and maintaining proper and
sufficient barricades with lights and signals during all hours of darkness, to see that the
backfilling is properly done, and agrees to keep the Waterloo Water Works and the Engineer
whole and defend any and all suits that may be brought against the Waterloo Water Works
and the Engineer by reason of any injuries that may be sustained by any person or property
allegedly caused by the Contractor, or his agents, while work is done pursuant to this
agreement.
PAR. 8 The Contractor agrees that in the event a law suit is brought against the Waterloo Water
Works or the Engineer for damages allegedly sustained by reason of any act, omission or
negligence of the Contractor or its agents, or on account of any injuries allegedly sustained
by reason of any obstruction, hole, depression or barrier placed or dug by the defendant or
its agents, in the doing of the work herein contracted for, that it will defend said suit and
save the Waterloo Water Works and the Engineer harmless therein, and in case judgment is
rendered against the Waterloo Water Works and the Engineer, the Contractor agrees to pay
the same promptly. The Contractor agrees to carry public liability insurance in a solvent
company in a sufficient amount to protect the Waterloo Water Works and the Engineer and
those who use the streets of the City.
PAR. 9 The Waterloo Water Works shall have the right to appoint one or more construction
reviewers who shall review the progress of the work in detail; also, to make any test or any
material to be used in such work. No material shall be used in any work until the same has
first been approved by the construction reviewer. Such construction reviewer shall have full
authority to pass judgment upon all materials and upon the manner of doing the work, and
their judgment on rejecting any materials, substance, or manner of work shall be final unless
it is revoked or modified by the Engineer.
PAR. 10 Any material which has been rejected by the construction reviewer shall be at once removed
from the line of work and shall not be again taken thereon or placed with the material
proposed to be used without the written consent of the Waterloo Water Works Engineer.
PAR. 11 The Contractor shall maintain no cause of action against the Waterloo Water Works on
account of delays and prosecution of work, but if said work is delayed by the Waterloo
Water Works, the Contractor shall have such extra time for completion of the job as was lost
by reason of the delay caused by the Waterloo Water Works.
FORM OF CONTRACT 2026 Phase 4 Heartland Hills Area PAGE 2 OF 4
Water Main Replacement
PAR. 12 The Contractor agrees to pay punctually all just claims of labor, material, men, or
subcontractors who shall perform labor or furnish materials entering into this improvement.
It is agreed that the Waterloo Water Works need not pay the Contractor until all such claims
are paid by the Contractor. It is agreed that the Waterloo Water Works shall not be liable for
said labor, material, or men under this contract.
PAR. 13 The Contractor agrees to furnish the Waterloo Water Works, simultaneously with this
contract, a bond on a form to be provided by the Waterloo Water Works in the amount
provided by law as stated in the Notice to Bidders, which shall be for the benefit of the
Waterloo Water Works, and any and all persons injured by the breach of any of the terms of
this contract. Said bond shall be filed with the General Manager of the Waterloo Water
Works and shall be subject to the approval of the Board, and is by reference made a part of
this contract.
PAR. 14 The Contractor agrees that should it abandon work under this contract or cease the
prosecution thereof for a period of thirty (30) consecutive days without reasonable cause,
and should it fail to proceed with said work within ten (10) days after a notice to continue or
carry it on has been mailed to it at the address given herein by the Waterloo Water Works, or
after such notice has been served on it, then the Waterloo Water Works may proceed to
complete said work, using any material, tools, or machinery found along said line of work,
doing the work either by contract or as it may elect, and the Contractor and the sureties on
its bond shall be liable to the Waterloo Water Works for the costs and expenses so paid out.
Said costs shall be retained by the Waterloo Water Works from any compensation due, or to
become due the Contractor, and may be recovered by the Waterloo Water Works in an
action upon Contractor's bond.
PAR. 15 In consideration of the full compliance on the part of the Contractor with all the provisions,
stipulations,. and conditions hereof, or contained in the various instruments made a part of
this contract by reference, and upon completion and acceptance of said work, the Waterloo
Water Works agrees to pay to the Contractor, in the manner set out in the Notice to
Contractors, the amount of money due the Contractor for work performed and accepted, at
the unit prices set out in the Contractor's proposal, which has been accepted by the Waterloo
Water Works.
PAR. 16 The total amount of the contract, based on the Engineer's estimates of quantities and the
Contractor's unit bid prices, and for which 100% surety bond is required is $
PAR. 17 After the completion of said work, the Contractor agrees to remove all debris and clean up
said streets, and to save the Waterloo Water Works harmless from any damage allegedly
resulting from a failure to clean up and remove the debris or put the street back in a proper
condition for travel.
PAR. 18 This contract is not divisible, but in the event of a conflict between this contract and the
various instruments incorporated by reference, this contract shall govern.
FORM OF CONTRACT 2026 Phase 4 Heartland Hills Area PAGE 3 OF 4
Water Main Replacement
PAR. 19 Before the Contractor shall be entitled to receive final payment for work done under this
contract, it shall execute and file a bond in the penal sum of not less than 100% of the total
amount of the contract, same to be known as "Maintenance Bond," and which bond must be
approved by the Board, and which bond is in addition to the bond given by the Contractor to
guarantee the completion of the work.
PAR. 20 The Contractor shall maintain all work done hereunder in good order for the period of two
(2) years from and after the date it is accepted by the Board of the Waterloo Water Works.
Said maintenance shall be made without expense to the Waterloo Water Works or the
abutting property. In the event of the failure or default of the Contractor to remedy any or
all defects appearing in said work within a period of two (2) years from the date of its
acceptance by said Board and after having been given ten (10) days notice so to do by
registered letter deposited in the United States Post Office in said town, addressed to said
contractor at the address herein given, then the Waterloo Water Works may proceed to
remedy such defects. The costs and expenses thereof to be recovered from the Contractor
and the sureties on its maintenance bond by an action brought in any court of competent
jurisdiction.
PAR. 21 The Contractor shall give notice to said Waterloo Water Works by registered letter directed
to the General Manager of the Waterloo Water Works thereof not more than four (4) and not
less than three (3) months prior to the expiration of the term during which the Contractor is
required to maintain said improvements, in good repair by the terms of its Contract. The
liability of the Contractor and of the sureties on its bond for maintenance of the said
improvements shall continue until three (3) months after such notice has been given to the
Board, and, in any event, until two (2) years after the acceptance of the work.
BOARD OF TRUSTEES WATERLOO WATER WORKS
Chad Coon, General Manager
Contractor
mm
Title:
FORM OF CONTRACT 2026 Phase 4 Heartland Hills Area PAGE 4 OF 4
Water Main Replacement
PERFORMANCE BOND
KNOW ALL MEN BY THESE PRESENTS:
That we,
of
(the "Principal"), and of
(the "Surety"), are held and firmly bound unto the Waterloo
Water Works (the "Obligee"), in the penal sum of ($
lawful money of the United States, for the payment of said sum in connection with
a contract (the "Contract") dated on or about for the
purpose of 2026 PAHSE 4 HEARTLAND HILLS AREA WATER MAIN
REPLACEMENT, WATERLOO WATER WORKS, WATERLOO, IOWA. The Contract is
incorporated herein by reference as though fully set forth herein.
Whenever the Principal shall be and is declared by the Obligee to be in default under the
Contract, with the Obligee having performed its obligations in the Contract, then the
Surety, acknowledging that time is of the essence, may promptly remedy the default, or
shall promptly undertake to:
1. Complete the Contract in accordance with its terms and conditions; or
2. Obtain one or more bids for completing the Contract in accordance with its
terms and conditions, and upon determination by the Surety of the lowest
responsible bidder, or negotiated proposal, or, if the Obligee elects, upon
determination by the Obligee and the Surety jointly of the lowest responsible
bidder, or negotiated proposal, arrange for a contract between such party
and the Obligee. The Surety will make available as work progresses
sufficient funds to pay the cost of completion less the balance of the
Contract price. The cost of completion includes responsibilities of the
Principal for correction of defective work and completion of the Contract, the
Obligee's legal and design professional costs resulting directly from the
Principal's default, and liquidated damages or actual damages if no
liquidated damages are specified in the Contract. The term "balance of the
Contract price" means the total amount payable by the Obligee to the
Principal under the Contract and any amendments thereto, less the amount
properly paid by the Obligee to the Principal; or
3. Determine the amount for which it is liable to the Obligee and pay the
Obligee that amount as soon as practicable.
In the event this bond is enforced, Principal and Surety agree to indemnify Obligee and
hold Obligee harmless from and against any and all costs of enforcement, including but
not limited to reasonable attorneys' fees and expenses.
Every Surety on this bond shall be deemed and held, any contract to the contrary
notwithstanding, to consent to each and all of the following matters, without notice:
Performance Bond Page 1 of 3
To any extension of time to the Contract in which to perform the Contract.
2. To any change in the plans, specifications, or Contract when such change
does not involve an increase of more than twenty percent (20%) of the total
Contract price, and shall then be released only as to such excess increase.
3. That no provision of this bond or of any other contract shall be valid which
limits to less than one (2) year from the time of the acceptance of the work
the right to sue on this bond for defect in workmanship or material not
discovered or known to the Obligee at the time such work was accepted.
If the Principal performs the Contract, then this bond shall be null and void; otherwise it
shall remain in full force and effect. In no event shall the Surety's total obligation exceed
the penal amount of this bond.
Terms used herein shall include, as appropriate, the singular or plural number, or the
masculine, feminine or neuter gender.
IN WITNESS WHEREOF, the undersigned Principal and Surety have executed this
Performance Bond as of
PRINCIPAL
Name
By:
Title:
SURETY
Name
By:
Title:
(attach Power of Attorney]
NOTE: Date of BOND must not be prior to date of Contract.
If CONTRACTOR is Partnership, all partners should execute BOND.
If fills project includes Federal Funds,, he following applies to the payment bond
IMPORTANT: Surety companies executing bonds must appear on the Treasury
Department's most current list (Circular 570 as amended) and be authorized to transact
business in the State where the project is located.
Performance Bond Page 2 of 3
PAYMENT BOND
KNOW ALL MEN BY THESE PRESENTS: that
0
and,
(Name of Contractor)
(Address of Contractor)
(Corporation, Partnership or Individual)
(Name of Surety)
(Address of Surety)
hereinafter called Surety, are held and firmly bound unto
(Name of Owner)
(Address of Owner)
hereinafter called OWNER, in the penal sum of
, hereinafter called Principal,
Dollars,($ )
in lawful money of the United States, for the payment of which sum well and truly to be made,
we bind ourselves, successors, and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION is such that whereas, the Principal entered into a
certain contract with the OWNER, dated the day of
20 , a copy of which is hereto attached and made a part hereof for the construction of:
2026 PHASE 4 HEARTLAND HILLS AREA WATER MAIN REPLACEMENT, WATERLOO
WATERWORKS, WATERLOO, IOWA
NOW, THEREFORE, if the Principal shall promptly make payment to all persons, firms,
SUBCONTRACTORS, and corporations furnishing materials for or performing labor in the
prosecution of the WORK provided for in such contract, and any authorized extension or
modification thereof, including all amounts due for materials, lubricants, oil, gasoline, coal and
coke, repairs on machinery, equipment and tools, consumed or used in connection with the
construction of such WORK, and all insurance premiums on said WORK, 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.
PROVIDED, FURTHER, that the said Surety for value received hereby stipulates and agrees
that no change, extension of time, alteration or addition to the terms of the contract or to the
WORK to be performed there under 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 the terms of the contract or to the WORK
or to the SPECIFICATIONS.
PROVIDED, FURTHER, that no final settlement between the OWNER and the
CONTRACTOR shall abridge the right of any beneficiary hereunder, whose claim may be
unsatisfied.
IN WITNESS HEREOF, this instrument is executed in
which shall be deemed an original, this the
20
ATTEST:
(Principal) Secretary
(SEAL)
Witness as to Principal
ATTEST:
Witness as to Surety
(Address)
(Address)
tnumper)
counterparts, each one of
day of
Principal
(Address)
Surety
By
Attorney -in -Fact
(Address)
NOTE: Date of BOND must not be prior to date of Contract.
If CONTRACTOR is Partnership, all partners should execute BOND.
If Pro , Includes Federa'I Fur%ds, the following applies t01
the payment bond
IMPORTANT: Surety companies executing bonds must appear on the Treasury
Department's most current list (Circular 570 as amended) and be authorized to transact
business in the State where the project is located.
s)