HomeMy WebLinkAboutBID - 8046 ARTHUR DITCH BRIDGE REPLACEMENT - OAK & WHITCOMB (2)SPECIFICATIONS
AND
CONTRACT DOCUMENTS
FOR
ARTHUR DITCH BRIDGE REPLACEMENT – OAK
& WHITCOMB INTERSECTION
BID NO. 8046
PURCHASING DIVISION
215 NORTH MASON STREET, 2ND FLOOR, FORT COLLINS
JANUARY 8, 2015 – 3:00 P.M. (OUR CLOCK)
Financial Services
Purchasing Division
215 N. Mason St. 2nd Floor
PO Box 580
Fort Collins, CO 80522
970.221.6775
970.221.6707
fcgov.com/purchasing
CONTRACT DOCUMENTS TABLE OF CONTENTS
Section Pages
BID INFORMATION
00020 Notice Inviting Bids 00020-1 - 00020-2
00100 Instruction to Bidders 00100-1 - 00100-9
00300 Bid Form 00300-1 - 00300-3
00400 Supplements to Bid Forms 00400-1
00410 Bid Bond 00410-1 - 00410-2
00420 Statements of Bidders Qualifications 00420-1 - 00420-3
00430 Schedule of Major Subcontractors 00430-1
CONTRACT DOCUMENTS
00500 Agreement Forms 00500-1
00510 Notice of Award 00510-0
00520 Agreement 00520-1 - 00520-6
00530 Notice to Proceed 00530-1
00600 Bonds and Certificates 00600-1
00610 Performance Bond 00610-1 - 00610-2
00615 Payment Bond 00615-1 - 00615-2
00630 Certificate of Insurance 00630-1
00635 Certificate of Substantial Completion 00635-1
00640 Certificate of Final Acceptance 00640-1
00650 Lien Waiver Release (Contractor) 00650-1 - 00650-2
00660 Consent of Surety 00660-1
00670 Application for Exemption Certificate 00670-1 - 00670-2
CONDITIONS OF THE CONTRACT
00700 General Conditions 00700-1 - 00700-34
Exhibit GC-A GC-A1 - GC-A2
00800 Supplementary Conditions 00800-1 - 00800-2
00900 Addenda, Modifications, and Payment 00900-1
00950 Contract Change Order 00950-1 - 00950-2
00960 Application for Payment 00960-1 - 00960-4
SPECIFICATIONS
SECTION 00020
INVITATION TO BID
SECTION 00020
INVITATION TO BID
Date: December 17, 2014
Sealed Bids will be received by the City of Fort Collins (hereinafter referred to as OWNER), at
the office of the Purchasing Division, 3:00 P.M., our clock, on January 8, 2015 for the Arthur
Ditch Bridge Replacement – Oak & Whitcomb Intersection; BID NO. 8046. If delivered, they
are to be delivered to 215 North Mason Street, 2nd Floor, Fort Collins, Colorado, 80524. If
mailed, the mailing address is P. O. Box 580, Fort Collins, CO 80522-0580.
At said place and time, and promptly thereafter, all Bids that have been duly received will be
publicly opened and read aloud.
The Contract Documents provide for the construction of Bid 8046. The Work will consist of the
removal and replacement of the Arthur ditch box culvert. The limits of the box are generally
located along Oak Street alignment. The existing structure will be removed and replaced with
pre-approved precast box culverts. The design length of the project is approximately 325 linear
feet. The project includes: removals, erosion control, structural excavation, cast-in place box
installation, water main line removal / replacement, inlet and stormwater pipe installation,
concrete curb and gutter, pedestrian access ramps, full depth asphalt pavement, median /
parkway irrigation and turf restoration, landscape and fence replacement, concrete sidewalks
and traffic control. Permanent signage, permanent striping and construction staking will be
completed by the City of Fort Collins.
.
All Bids must be in accordance with the Contract Documents on file with the City of Fort Collins,
215 North Mason St., 2nd floor, Fort Collins, Colorado 80524.
The City encourages all disadvantaged business enterprises to submit bid in response to all
invitations and will not be discriminated against on the grounds of race, color, national origin.
A prebid conference and job walk with representatives of prospective Bidders will be
held at 10:00 am, on December 23, 2014 in 2E at 215 N Mason, Fort Collins.
Prospective Bidders are invited to present their questions relative to this Bid proposal at this
meeting.
The Contract Documents and Construction Drawings may be examined online at:
• Rocky Mountain E-Purchasing System: www.rockymountainbidsystem.com
Bids will be received as set forth in the Bidding Documents.
The Work is expected to be commenced within the time as required by Section 2.3 of General
Conditions. Substantial Completion of the Work is required as specified in the Agreement.
The successful Bidder will be required to furnish a Performance Bond and a Payment Bond
guaranteeing faithful performance and the payment of all bills and obligations arising from the
performance of the Contract.
No Bid may be withdrawn within a period of forty-five (45) days after the date fixed for opening
Bids.
The OWNER reserves the right to reject any and all Bids, and to waive any informalities and
irregularities therein.
Bid security in the amount of not less than 5% of the total Bid must accompany each Bid in the
form specified in the Instructions to Bidders.
Sales Prohibited/Conflict of Interest: No officer, employee, or member of City Council, shall have
a financial interest in the sale to the City of any real or personal property, equipment, material,
supplies or services where such officer or employee exercises directly or indirectly any decision-
making authority concerning such sale or any supervisory authority over the services to be
rendered. This rule also applies to subcontracts with the City. Soliciting or accepting any gift,
gratuity favor, entertainment, kickback or any items of monetary value from any person who has
or is seeking to do business with the City of Fort Collins is prohibited.
City of Fort Collins
Gerry S. Paul
Director of Purchasing & Risk Management
SECTION 00100
INSTRUCTIONS TO BIDDERS
SECTION 00100
INSTRUCTIONS TO BIDDERS
1.0 DEFINED TERMS
Terms used in these Instructions to Bidders which are defined in the Standard General
Conditions of the Construction Contract (No. 1910-8, 1990 ed.) have the meanings
assigned to them in the General Conditions. The term "Bidder" means one who submits
a Bid to OWNER, as distinct from a sub-bidder, who submits a Bid to Bidder. The terms
"Successful Bidder" means the lowest, qualified, responsible and responsive Bidder to
whom OWNER (on basis of OWNER's evaluation as hereinafter provided) makes an
award. The term "Bidding Documents" includes the Advertisement or Invitation to Bid,
Instructions to Bidders, the Bid Form, and the proposed Contract Documents (including
all Addenda issued prior to receipt of Bids).
2.0 COPIES OF BIDDING DOCUMENTS
2.1. Complete sets of Bidding Documents may be obtained as stated in the Invitation to
Bid. No partial sets will be issued. The Bidding Documents may be examined at the
locations identified in the Invitation to Bid.
2.2. Complete sets of Bidding Documents shall be used in preparing Bids; neither
OWNER nor Engineer assumes any responsibility for errors or misinterpretations
resulting from the use of incomplete sets of Bidding Documents.
2.3. The submitted Bid proposal shall include Sections 00300, 00410, 00420, and 00430
fully executed.
2.4. OWNER and Engineer, in making copies of Bidding Documents available on the
above terms, do so only for the purpose of obtaining Bids on the Work and do not
confer a license or grant for any other use.
3.0 QUALIFICATION OF BIDDERS
3.1 To demonstrate qualifications to perform the Work, each Bidder must submit at the
time of the Bid opening, a written statement of qualifications including financial data,
a summary of previous experience, previous commitments and evidence of
authority to conduct business in the jurisdiction where the Project is located. Each
Bid must contain evidence of Bidder's qualification to do business in the state where
the Project is located or covenant to obtain such qualification prior to award of the
contract. The Statement of Qualifications shall be prepared on the form provided in
Section 00420.
3.2. In accordance with Section 8-160 of the Code of the City of Fort Collins in
determining whether a bidder is responsible, the following shall be considered: (1)
The ability, capacity and skill of the bidder to perform the contract or provide the
services required, (2) whether the bidder can perform the contract or provide the
service promptly and within the time specified without delay or interference, (3) the
character, integrity, reputation, judgment, experience and efficiency of the bidder,
(4) the quality of the bidder's performance of previous contracts or services, (5) the
previous and existing compliance by the bidder with laws and ordinances relating to
the contract or service, (6) the sufficiency of the financial resources and ability of the
bidder to perform the contract or provide the service, (7) the quality, availability and
adaptability of the materials and services to the particular use required, (8) the
ability of the bidder to provide future maintenance and service for the use of the
subject of the contract, and (9) any other circumstances which will affect the
bidder's performance of the contract.
3.3. Each Bidder may be required to show that he has handled former Work so that no
just claims are pending against such Work. No Bid will be accepted from a Bidder
who is engaged on any other Work which would impair his ability to perform or
finance this Work.
3.4 No Bidder shall be in default on the performance of any other contract with the City
or in the payment of any taxes, licenses or other monies due to the City.
4.0 EXAMINATION OF CONTRACT DOCUMENTS AND SITE
4.1. It is the responsibility of each Bidder, before submitting a Bid, to (a) examine the
Contract Documents thoroughly, (b) visit the site to familiarize himself with local
conditions that may in any manner affect cost, progress or performance of the
Work, (c) familiarize himself with federal, state and local laws, ordinances, rules and
regulations that may in any manner affect cost, progress or performance of the
Work, (d) study and carefully correlate Bidder's observations with the Contract
Documents, and (e) notify Engineer of all conflicts, errors or discrepancies in the
Contract Documents.
4.2. Reference is made to the Supplementary Conditions for identification of: Subsurface
and Physical Conditions SC-4.2.
4.3. The submission of a Bid will constitute an incontrovertible representation by Bidder
that Bidder has complied with every requirement of this Article 4, that without
exception the Bid is premised upon performing and furnishing the Work required by
the Contract Documents and such means, methods, techniques, sequences or
procedures of construction as may be indicated in or required by the Contract
Documents, and that the Contract Documents are sufficient in scope and detail to
indicate and convey understanding of all terms and conditions for performance and
furnishing of the Work.
5.0 INTERPRETATIONS AND ADDENDA.
5.1. All questions about the meaning or intent of the Bidding Documents are to be
submitted in writing to the Engineer and the OWNER. Interpretation or clarifications
considered necessary in response to such questions will be issued only by
Addenda. Questions received less than seven days prior to the date for opening of
the Bids may not be answered. Only questions answered by formal written Addenda
will be binding. Oral and other interpretations or clarifications will be without legal
effect.
5.2. All questions concerning the scope of this project should be directed to the
Engineer. Questions regarding submittal of bids should be directed to the City of
Fort Collins' Purchasing Division.
5.3. Addenda may also be issued to modify the Bidding Documents as deemed
advisable by OWNER or Engineer.
5.4. Addenda will be mailed or delivered to all parties recorded by the OWNER as
having received the Bidding documents.
6.0 BID SECURITY
6.1. Each Bid must be accompanied by Bid Security made payable to OWNER in the
amount stated in the Invitation to Bid. The required security must be in the form of a
certified or bank cashier's check payable to OWNER or a Bid Bond on the form
enclosed herewith. The Bid Bond must be executed by a surety meeting the
requirements of the General Conditions for surety bonds.
6.2. The Bid Security of the successful Bidder will be retained until such Bidder has
executed the Agreement and furnished the required contract security, whereupon
Bid Security will be returned. If the successful Bidder fails to execute and deliver the
Agreement and furnish the required contract security within 15 days of the Notice of
Award, OWNER may annul the Notice of Award and the Bid Security of that Bidder
will be forfeited. The Bid Security of other Bidders whom OWNER believes to have
reasonable chance receiving the award may be retained by OWNER until the earlier
of the seventh day after the effective date of the Agreement or the thirty-first day
after the Bid Opening, whereupon Bid Security furnished by such Bidders will be
returned. Bid Security with Bids which are not competitive will be returned within
seven days after the Bid opening.
7.0 CONTRACT TIME.
The number of days within which, or the date by which the Work is to be substantially
complete and also completed and ready for Final Payment (the Contract Times) are set
forth in the Agreement.
8.0 LIQUIDATED DAMAGES.
Provisions for liquidated damages are set forth in the Agreement.
9.0 SUBSTITUTE ("OR EQUAL") MATERIAL AND EQUIPMENT
The Contract, if awarded, will be on the basis of material and equipment described on
the Drawings or specified in the Specifications without consideration of possible
substitute or "or equal" items. Whenever it is indicated on the Drawings or specified in
the Specifications that a substitute or "or equal" item of material or equipment may be
furnished or used by CONTRACTOR if acceptable to Engineer, application for such
acceptance will not be considered by Engineer until after the "effective date of the
Agreement". The procedure for submittal of any such application by CONTRACTOR and
consideration by Engineer is set forth in the General Conditions which may be
supplemented in the General Requirements.
10.0 SUBCONTRACTORS, SUPPLIERS AND OTHERS
10.1. Each Bidder shall submit at the Bid opening to OWNER a list of principal
subcontractors he proposes to use in the Work. Refer to Section 00430 contained
within these Documents.
10.2. If OWNER or Engineer after due investigation has reasonable objection to any
proposed Subcontractor, either may, before the Notice of Award is given, request
the apparent successful Bidder to submit an acceptable substitute without an
increase in Bid price. If the apparent successful Bidder declines to make any
substitution, OWNER may award the contract to the next lowest responsive and
responsible Bidder that proposes to use acceptable subcontractors.
Subcontractors, suppliers, other persons or organization listed and to whom
OWNER or Engineer does not make written objection prior to the giving of the
Notice of Award will be deemed acceptable to OWNER and ENGINEER subject to
revocation of such acceptance after the effective date of the Agreement as
provided in the General Conditions.
10.3. CONTRACTOR shall not be required to employ any subcontractor, supplier or
other persons or organizations against whom he has reasonable objection. The
use of subcontractors listed by the Bidder and accepted by OWNER prior to the
Notice of Award will be required in the performance of the Work.
11.0 BID FORM.
11.1. A copy of the Bid Form is bound in the Contract Documents which may be retained
by the Bidder. A separate unbound copy is enclosed for submission with the Bid.
11.2. Bid Forms must be complete in ink or typed. All lump sum prices on the form must
be stated in words and numerals; in case of conflict, words will take precedence.
Unit prices shall govern over extensions of sums.
11.3. Bids by corporations must be executed in the corporate name by the president or a
vice-president (or other appropriate officer accompanied by evidence of authority to
sign) and the corporate seal shall be affixed and attested by the secretary or an
assistant secretary. The corporate address and state of incorporation shall be
shown below the corporate name.
11.4. Bids by partnerships must be executed in the partnership name and signed by a
partner, his title must appear under his signature and the official address of the
partnership must be shown below the signature.
11.5. Bids by joint venture shall be signed by each participant in the joint venture or by
an authorized agent of each participant. The full name of each person or company
interested in the Bid shall be listed on the Bid Form.
11.6. The Bid shall contain an acknowledgement of receipt of all Addenda (the numbers
of which must be filled in on the Bid Form).
11.7. No alterations in Bids, or in the printed forms therefore, by erasures, interpolations,
or otherwise will be acceptable unless each such alteration is signed or initialed by
the Bidder; if initialed, OWNER may require the Bidder to identify any alteration so
initialed.
11.8. The address and telephone number for communications regarding the Bid shall be
shown.
12.0 BID PRICING.
Bids must be priced as set forth in the Bid Schedule or Schedules.
13.0 SUBMISSION OF BIDS.
13.1. Bids shall be submitted at the time and place indicated in the Invitation to Bid and
shall be enclosed in an opaque sealed envelope marked with the Project title, Bid
No., and name and address of the Bidder and accompanied by the Bid Security,
Bid Form, Bid Bond, Statement of Bidders Qualifications, and Schedule of
Subcontractors as required in Section 00430. If the Bid is sent through the mail or
other delivery system, the sealed envelope shall be enclosed in a separate
envelope with the notation "BID ENCLOSED" on the face of it.
13.2. Bids shall be deposited at the designated location prior to the time and date for
receipt of Bids indicated in the Invitation to Bid, or any extension thereof made by
addendum. Bids received after the time and date for receipt of Bids will be returned
unopened. Bidder shall assume full responsibility for timely delivery at the location
designated for receipt of Bids.
13.3. Oral, telephonic, telegraphic, or facsimile Bids are invalid and will not receive
consideration.
13.4. No Bidder may submit more than one Bid. Multiple Bids under different names will
not be accepted from one firm or association.
14.0 MODIFICATION AND WITHDRAWAL OF BIDS.
14.1. Bids may be modified or withdrawn by an appropriate document duly executed (in
a manner that a Bid must be executed) and delivered to the place where Bids are
to be submitted at any time prior to the opening of Bids.
14.2. Bids may also be modified or withdrawn in person by the Bidder or an authorized
representative provided he can prove his identity and authority at any time prior to
the opening of Bids.
14.3. Withdrawn Bids may be resubmitted up to the time designated for the receipt of
Bids provided that they are then fully in conformance with these Instructions to
Bidders.
15.0 OPENINGS OF BIDS.
Bids will be opened and (unless obviously non-responsive) read aloud publicly as
indicated in the Invitation to Bid. An abstract of the amounts of the Base Bids and major
alternates (if any) will be made available after the opening of Bids.
16.0 BIDS TO REMAIN OPEN SUBJECT TO ACCEPTANCE.
All Bids shall remain open for forty-five (45) days after the day of the Bid Opening, but
OWNER may, in his sole discretion, release any Bid and return the Bid Security prior to
that date.
17.0 AWARD OF CONTRACT.
17.1. OWNER reserves the right to reject any and all Bids, to waive any and all
informalities not involving price, time or changes in the Work, to negotiate contract
terms with the Successful Bidder, and the right to disregard all nonconforming,
nonresponsive, unbalanced or conditional Bids. Also, OWNER reserves the right to
reject the Bid of any Bidder if OWNER believes that it would not be in the best
interest of the Project to make an award to that Bidder, whether because the Bid is
not responsive or the Bidder is unqualified or of doubtful financial ability or fails to
meet any other pertinent standard or criteria established by OWNER.
Discrepancies between the indicated sum of any column of figures and the correct
sum thereof will be resolved in favor of the correct sum.
17.2. In evaluating Bids, OWNER will consider the qualifications of the Bidders, whether
or not the Bids comply with the prescribed requirements, and such alternates, unit
prices and other data, as may be requested in the Bid Form or prior to the Notice of
Award.
17.3. OWNER may consider the qualification and experience of Subcontractors,
Suppliers, and other persons and organizations proposed for those portions of the
Work as to which the identity of Subcontractors, Suppliers, and other persons and
organizations is submitted as requested by OWNER. OWNER also may consider
the operating costs, maintenance requirements, performance data and guarantees
of major items of materials and equipment proposed for incorporation in the Work
when such data is required to be submitted prior to the Notice of Award.
17.4. OWNER may conduct such investigations as OWNER deems necessary to assist
in the evaluation of any Bid and to establish the responsibility, qualifications and
financial ability of the Bidder's proposed Subcontractors, Suppliers and other
persons and organizations to do the Work in accordance with the Contract
Documents to OWNER's satisfaction within the prescribed time.
17.5. If the Contract is to be awarded, it will be awarded to the lowest responsive and
responsible Bidder whose evaluation by OWNER indicates to OWNER that the
award will be in the best interest of the OWNER. Award shall be made on the
evaluated lowest base bid excluding alternates. The basis for award shall be the
lowest Bid total for the Schedule or, in the case of more than one schedule, for
sum of all schedules. Only one contract will be awarded.
17.6. If the Contract is to be awarded, OWNER will give the Successful Bidder a Notice
of Award within forty-five (45) days after the date of the Bid opening.
18.0 CONTRACT SECURITY.
The General Conditions and the Supplementary Conditions set forth OWNER's
requirements as to performance and other Bonds. When the Successful Bidder delivers
the executed Agreement to the OWNER, it shall be accompanied by the required
Contract Security.
19.0 SIGNING OF AGREEMENT.
When OWNER gives a Notice of Award to the Successful Bidder, it will be accompanied
by the required number of unsigned counterparts of the Agreement with all other written
Contract Documents attached. Within fifteen (15) days thereafter, CONTRACTOR shall
sign and deliver the required number of counterparts of the Agreement and attached
documents to OWNER with the required Bonds. Within ten (10) days thereafter,
OWNER hall deliver one fully signed counterpart to CONTRACTOR. Each counterpart is
to be accompanied by a complete set of the Drawings with appropriate identification.
20.0 TAXES.
OWNER is exempt from Colorado State Sales and Use Taxes on materials and
equipment to be incorporated in the Work. Said taxes shall not be included in the
Contract Price. Reference is made to the General and Supplementary Conditions.
21.0 RETAINAGE.
Provisions concerning retainage are set forth in the Agreement.
22.0 PURCHASING RESTRICTIONS.
Purchasing restrictions: The Bidder's authorized signature of this Bid assures the
Bidder's compliance with the City's purchasing restrictions. A copy of the resolutions is
available for review in the Purchasing and Risk Management Division or the City Clerk's
office.
A. Cement Restrictions: City of Fort Collins Resolution 91-121 requires that
suppliers and producers of cement or products containing cement to certify
that the cement was not made in cement kilns that burn hazardous waste as
a fuel.
23.0 COLLUSIVE OR SHAM BIDS.
Any Bid deemed by the City in its sole discretion to be a collusive or sham Bid will be
rejected and reported to authorities as such. Your authorized signature of this Bid
assures that such Bid is genuine and is not a collusive or sham Bid.
24.0 BID RESULTS.
For information regarding results for individual Bids send a self-addressed, self-stamped
envelope and a Bid tally will be mailed to you. Bid results will be posted in the
Purchasing office seven (7) days after the Bid Opening.
END OF SECTION
SECTION 00300
BID FORM
SECTION 00300
BID FORM
PROJECT: 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection
Place:
Date:
1. In compliance with your Invitation to Bid dated , 20 and subject to
all conditions thereof, the undersigned a (Corporation, Limited Liability Company,
Partnership, Joint Venture, or Sole Proprietor) authorized to do business in the State of
Colorado hereby proposes to furnish and do everything required by the Contract
Documents to which this refers for the construction of all items listed on the following Bid
Schedule or Bid Schedules.
2. The undersigned Bidder does hereby declare and stipulate that this proposal is made in
good faith, without collusion or connection with any other person or persons Bidding for
the same Work, and that it is made in pursuance of and subject to all the terms and
conditions of the Invitation to Bid and Instructions to Bidders, the Agreement, the
detailed Specifications, and the Drawings pertaining to the Work to be done, all of which
have been examined by the undersigned.
3. Accompanying this Bid is a certified or cashier's check or standard Bid bond in the sum
of
($ ) in accordance with the Invitation To Bid and Instructions to
Bidders.
4. The undersigned Bidder agrees to execute the Agreement and a Performance Bond and
a Payment Bond for the amount of the total of this Bid within fifteen (15) calendar days
from the date when the written notice of the award of the contract is delivered to him at
the address given on this Bid. The name and address of the corporate surety with which
the Bidder proposes to furnish the specified performance and payment Bonds is as
follows: .
5. All the various phases of Work enumerated in the Contract Documents with their
individual jobs and overhead, whether specifically mentioned, included by implication or
appurtenant thereto, are to be performed by the CONTRACTOR under one of the items
listed in the Bid Schedule, irrespective of whether it is named in said list.
6. Payment for Work performed will be in accordance with the Bid Schedule or Bid
Schedules subject to changes as provided in the Contract Documents.
7. The undersigned Bidder hereby acknowledges receipt of Addenda No. through
.
8. BID SCHEDULE (Base Bid)
1 Clearing and Grubbing LS 1 $ -
2 Removal of Portions of Structures (RCB) LF 325 $ -
3 Removal of Tree (4 inch or larger) EACH 3 $ -
4 Removal of Inlet EACH 3 $ -
5 Removal of Pipe LF 12 $ -
6 Removal of Curb and Gutter LF 374 $ -
7 Removal of Concrete (4"-8") SY 218 $ -
8 Removal of Asphalt Mat (6"-9") SY 2,010 $ -
9 Removal of Asphalt Mat (Planing) (less than 3") SY 889 $ -
10 Removal of Asphalt Mat (Planing) (3"-7.5") SY 111 $ -
11 Remove 4" waterline LF 136 $ -
12 Remove 6" Waterline LF 20 $ -
13 Remove existing 4" valves EA 3 $ -
14 Potholing HOUR 16 $ -
15 Unclassified Excavation CY 186 $ -
16 Muck Excavation CY 10 $ -
17 Structure Excavation CY 600 $ -
18 Structural Backfill (Class 1) CY 362 $ -
19 Filter Material (Class A) CY 138 $ -
20 Topsoil CY 28 $ -
21 Erosion Control Supervisor HR 40 $ -
22 Aggregate Bags LF 64 $ -
23 Stabalized Construction Entrance EACH 2 $ -
24 Concrete Washout Structure EACH 2 $ -
25 Storm Drain Inlet Protection (Type II) EACH 8 $ -
26 Reset Wall LF 40 $ -
27 Reset Sandstone Sidewalk SY 5 $ -
28 Adjust Manhole EACH 2 $ -
29 Adjust Valve Box EACH 5 $ -
30 Reset Fence LF 55 $ -
31 Dewatering LS 1 $ -
32 Sod SF 2,255 $ -
33 Tree Retention and Protection (Oak St) EACH 1 $ -
34 Aggregate Base Course (Class 6) TON 577 $ -
35 Aggregate Base Course (Special) (3-4" Cobble) TON 40 $ -
36 Hot Mix Asphalt (Grading S) (75) (PG 64-22) TON 230 $ -
37 Hot Mix Asphalt (Grading SX) (75) (PG 64-22) TON 350 $ -
38 Geotextile (Separator) (Class1) SY 115 $ -
39 Concrete Class D (RCB) CY 554 $ -
40 Reinforcing Steel (Epoxy) LB 172,667 $ -
PROJECT NAME
BID SCHEDULE
ITEM NO. ITEM DESCRIPTION UNIT QUANTITY UNIT COST COST
41 15 Inch Reinforced Concrete Pipe (CIP) (CLASS III) LF 25 $ -
42 Inlet Special (3' Combination) EACH 3 $ -
43 Manhole Ring & Cover (30-Inch) EACH 2 $ -
44 Manhole Ring & Cover (36-Inch) EACH 2 $ -
45 Fence (Plastic) LF 252 $ -
46 Concrete Driveways (6-Inch) SY 100 $ -
47 Concrete Sidewalk (6-Inch) SY 141 $ -
48 Concrete Curb Ramp SY 74 $ -
49 Curb and Gutter (Infall) LF 385 $ -
50 8" PVC C900 DR 18 LF 136 $ -
51 8"x4" Reducer EA 2 $ -
52 8" Gate Valve EA 2 $ -
53 8" 45° Bends EA 2 $ -
54 8" 22.5°°Bends EA 2 $ -
55 8"x6" Tee w/ thrust block EA 2 $ -
56 6" Gate Valve EA 2 $ -
57 6" PVC C900 DR 18 LF 20 $ -
58 16" Steel Casing with 3/8" walls LF 29 $ -
59 6" Solid Sleeve EA 2 $ -
60 Sanitary Facility EACH 1 $ -
61 Mobilization LS 1 $ -
62 Flagging HR 80 $ -
63 Concrete Barrier (Temporary)(includes resets) LF 219 $ -
64 Barricade (Type 3 M-A)(Temporary) EACH 5 $ -
65 Construction Traffic Sign (Panel Size A) EACH 8 $ -
66 Construction Traffic Sign (Panel Size B) EACH 11 $ -
67 Traffic Control Management DAY 20 $ -
68 Traffic Control Inspection DAY 45 $ -
69 F/A Landscaping FA 1 $ 5,000.00 $ 5,000.00
$ 5,000.00
IN WORDS:
TOTAL BASE BID
9. PRICES
The foregoing prices shall include all labor, materials, transportation, shoring, removal,
dewatering, overhead, profit, insurance, etc., to cover the complete Work in place of the
several kinds called for.
Bidder acknowledges that the OWNER has the right to delete items in the Bid or change
quantities at his sole discretion without affecting the Agreement or prices of any item so
long as the deletion or change does not exceed twenty-five percent (25%) of the total
Agreement Price.
RESPECTFULLY SUBMITTED:
CONTRACTOR
BY:
Printed Date
Title
License Number (If Applicable)
(Seal - if Bid is by corporation)
Attest:
Address
Telephone
Email
SECTION 00400
SUPPLEMENTS TO BID FORMS
00410 Bid Bond
00420 Statement of Bidder's Qualifications
00430 Schedule of Subcontractors
SECTION 00410
BID BOND
KNOW ALL MEN BY THESE PRESENTS: that we, the undersigned
as Principal, and , as Surety, are hereby held and firmly
bound unto the City of Fort Collins, Colorado, as OWNER, in the sum of $
for the payment of which, well and truly to be made, we hereby jointly and severally bind
ourselves, successors, and assigns.
THE CONDITION of this obligation is such that whereas the Principal has submitted to the City
of Fort Collins, Colorado the accompanying Bid and hereby made a part hereof to enter into a
Construction Agreement for the construction of Fort Collins Project, 8046 Arthur Ditch Bridge
Replacement – Oak & Whitcomb Intersection.
NOW THEREFORE,
(a) If said Bid shall be rejected, or
(b) If said Bid shall be accepted and the Principal shall execute and deliver a Contract in the
form of Contract attached hereto (properly completed in accordance with said Bid) and
shall furnish a BOND for his faithful performance of said Contract, and for 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.
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; and said Surety does hereby waive notice of any such
extension.
Surety Companies executing bonds must be authorized to transact business in the State of
Colorado and be accepted by the OWNER.
IN WITNESS WHEREOF, the Principal and the Surety have hereunto set their hands and seals
this day of , 20__, 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, the day and year first set forth above.
PRINCIPAL SURETY
Name:
Address:
By: By:
Title: Title:
ATTEST:
By:
(SEAL) (SEAL)
SECTION 00420
STATEMENT OF BIDDER'S QUALIFICATIONS
All questions must be answered and the data given must be clear and comprehensive. This
statement must be notarized. If necessary, questions may be answered on separate attached
sheets. The Bidder may submit any additional information he desires.
1. Name of Bidder:
2. Permanent main office address:
3. When organized:
4. If a corporation, where incorporated:
5. How many years have you been engaged in the contracting business under your present
firm or trade name?
6. Contracts on hand: (Schedule these, showing the amount of each contract and the
appropriate anticipated dates of completion.)
7. General character of Work performed by your company:
8. Have you ever failed to complete any Work awarded to you?
If so, where and why?
9. Have you ever defaulted on a contract?
If so, where and why?
10. Are you debarred by any government agency?
If yes list agency name.
11. List the more important projects recently completed by your company, stating the
approximate cost of each, and the month and year completed, location and type of
construction.
12. List your major equipment available for this contract.
13. Experience in construction Work similar in importance to this project:
14. Background and experience of the principal members of your organization, including
officers:
15. Credit available: $
16. Bank Reference:
17. Will you, upon request, fill out a detailed financial statement and furnish any other
information that may be required by the OWNER?
18. Are you licensed as a General Contractor?
If yes, in what city, county and state?
What class, license and numbers?
19. Do you anticipate subcontracting Work under this Contract?
If yes, what percent of total contract?
And to whom?
20. Are any lawsuits pending against you or your firm at this time?
IF yes, DETAIL
21. What are the limits of your public liability? DETAIL
What company?
22. What are your company's bonding limitations?
23. The undersigned hereby authorizes and requests any person, firm or corporation to
furnish any information requested by the OWNER in verification of the recital comprising
this Statement of Bidder's Qualifications.
Dated at ________________ this ______ day of __________________, 20__.
Company:
By: Printed:
Title:
State of
County of
being duly sworn deposes and says that he
is of
(Name) (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____________, 20__.
(Seal)
Notary Public
My commission expires: .
SECTION 00430
SCHEDULE OF SUBCONTRACTORS
List all subcontractors for the work items listed below and all subcontractors performing over
10% of the contract.
ITEM SUBCONTRACTOR
SECTION 00500
AGREEMENT FORMS
00510 Notice of Award
00520 Agreement
00530 Notice to Proceed
SECTION 00510
NOTICE OF AWARD
DATE: [Date]
TO: [Contractor]
PROJECT: 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection
OWNER: CITY OF FORT COLLINS (hereinafter referred to as "the OWNER")
You are hereby notified that your Bid dated [Contractor's Bid Date] for the above project has
been considered. You are the apparent successful Bidder and have been awarded an
Agreement for 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection.
The Price of your Agreement is ($ ).
Three (3) copies of each of the proposed Contract Documents (except Drawings) accompany
this Notice of Award. Three (3) sets of the Drawings will be delivered separately or otherwise
made available to you immediately.
You must comply with the following conditions precedent within fifteen (15) days of the date of
this Notice of Award, that is by [Date].
1. You must deliver to the OWNER three (3) fully executed counterparts of the Agreement
including all the Contract Documents. Each of the Contract Documents must bear your
signature on the cover of the page.
2. You must deliver with the executed Agreement the Contract Security (Bonds) as
specified in the Instructions to Bidders, General Conditions (Article 5.1) and
Supplementary Conditions.
Failure to comply with these conditions within the time specified will entitle OWNER to consider
your Bid abandoned, to annul this Notice of Award and to declare your Bid Security forfeited.
Within ten (10) days after you comply with those conditions, OWNER will return to you one (1)
fully-signed counterpart of the Agreement with the Contract Documents attached.
City of Fort Collins
OWNER
By:
Gerry S. Paul
Director of Purchasing & Risk Management
SECTION 00520
AGREEMENT
THIS AGREEMENT is dated as of the [Day] day of [Month] in the year of 20[Year] and shall be
effective on the date this AGREEMENT is signed by the City.
The City of Fort Collins (hereinafter called OWNER) and
[Contractor] (hereinafter called CONTRACTOR)
OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth,
agree as follows:
ARTICLE 1. WORK
CONTRACTOR shall complete all Work as specified or indicated in the Contract
Documents. The Project for which the Work under the Contract Documents may
be the whole or only a part is defined as the construction of the 8046 Arthur Ditch
Bridge Replacement – Oak & Whitcomb Intersection and is generally described
in Section 01010.
ARTICLE 2. ENGINEER
The Project has been designed by JUB Engineers, Inc,. The City of Fort Collins
Engineering Department is hereinafter called ENGINEER and will assume all
duties and responsibilities and will have the rights and authority assigned to
ENGINEER in the Contract Documents in connection with completion of the
Work in accordance with the Contract Documents.
ARTICLE 3. CONTRACT TIMES
3.1 The Work shall be Substantially Complete within Ninety(90) calendar days
after the date when the Contract Times commence to run as provided in the
General Conditions and completed and ready for Final Payment and
Acceptance in accordance with the General Conditions within One Hundred
Twenty (120) calendar days after the date when the Contract Times
commence to run.
3.2. Liquidated Damages. OWNER and CONTRACTOR recognize that time is
of the essence of this Agreement and that OWNER will suffer financial loss
if the Work is not completed within the times specified in paragraph 3.1.
above, plus any extensions thereof allowed in accordance with Article 12 of
the General Conditions.
They also recognize the delays, expenses and difficulties involved in
proving in a legal preceding the actual loss suffered by OWNER if the Work
is not completed on time. Accordingly, instead of requiring any such proof,
OWNER and CONTRACTOR agree that as Liquidated damages for delay
(but not as penalty) CONTRACTOR shall pay OWNER the amounts set
forth hereafter.
1) Substantial Completion:
One Thousand Four Hundred Dollars ($1400) for each calendar day or
fraction thereof that expires after the Ninety (90) calendar day period for
Substantial Completion of the Work until the Work is Substantially
Complete.
2) Final Acceptance:
After Substantial Completion, One Thousand Four Hundred Dollars
($1400) for each calendar day or fraction thereof that expires after the
Thirty (30) calendar day period for Final Payment and Acceptance until
the Work is ready for Final Payment and Acceptance.
ARTICLE 4. CONTRACT PRICE
4.1 OWNER shall pay CONTRACTOR for performance of the Work in
accordance with the Contract Documents in current funds as follows:
Dollars ($ ), in accordance with Section 00300, attached and
incorporated herein by this reference.
ARTICLE 5. PAYMENT PROCEDURES
CONTRACTOR shall submit Applications for Payment in accordance with Article
14 of the General Conditions. Applications for Payment will be processed by
ENGINEER as provided in the General Conditions.
5.1. PROGRESS PAYMENTS. OWNER shall make progress payments on
account of the Contract Price on the basis of CONTRACTOR's Application
for Payment as recommended by ENGINEER, once each month during
construction as provided below. All progress payments will be on the basis
of the progress of the Work measured by the schedule of values
established in paragraph 2.6 of the General Conditions and in the case of
Unit Price Work based on the number of units completed, and in
accordance with the General Requirements concerning Unit Price Work.
5.1.1. Prior to Substantial Completion, Owner will be entitled to withhold as
contract retainage five percent (5%) of each progress payment, but, in each
case, less the aggregate of payments previously made and less such
amounts as ENGINEER shall determine, or OWNER may withhold, in
accordance with paragraph 14.7 of the General Conditions. If , in the sole
discretion of Owner, on recommendation of Engineer, Owner determines
that the character and progress of the Work have been satisfactory to
OWNER and ENGINEER, OWNER may determine that as long as the
character and progress of the Work remain satisfactory to them, there will
be no additional retainage on account of Work completed in which case the
remaining progress payments prior to Substantial Completion will be in an
amount equal to 100% of the Work completed. 95% of materials and
equipment not incorporated in the Work (but delivered, suitably stored and
accompanied by documentation satisfactory to OWNER as provided in
paragraph 14.2 of the General Conditions) may be included in the
application Section 00520 Page 3 for payment.
5.1.2. Upon Substantial Completion payment will be made in an amount
sufficient, if necessary, to increase total payments to CONTRACTOR to
95% of the Contract Price, less such amounts as ENGINEER shall
determine or OWNER may withhold in accordance with paragraph 14.7 of
the General Conditions or as provided by law.
5.2. FINAL PAYMENT. Upon Final Completion and Acceptance of the Work in
accordance with paragraph 14.13 of the General Conditions, OWNER shall
pay the remainder of the Contract Price as recommended by ENGINEER
as provided in said paragraph 14.13.
ARTICLE 6. CONTRACTOR'S REPRESENTATION
In order to induce OWNER to enter into this Agreement, CONTRACTOR makes
the following representations:
6.1. CONTRACTOR has familiarized himself with the nature and extent of the
Contract Documents, Work, site, locality, and with all local conditions and
Laws and Regulations that in any manner may affect cost, progress,
performance or furnishing of the Work.
6.2. CONTRACTOR has studied carefully all reports of explorations and tests of
subsurface conditions and drawings of physical conditions which are
identified in the Supplementary Conditions as provided in paragraph 4.2 of
the General Conditions.
6.3. CONTRACTOR has obtained and carefully studied (or assumes
responsibility for obtaining and carefully studying) all such examinations,
investigations, explorations, tests, reports, and studies (in addition to or to
supplement those referred to in paragraph 6.2 above) which pertain to the
subsurface or physical condition at or contiguous to the site or otherwise
may affect the cost, progress, performance or furnishing of the Work as
CONTRACTOR considers necessary for the performance or furnishing of
the Work at the Contract Price, within the Contract Times and in
accordance with the other terms and conditions of the Contract Documents,
including specifically the provisions of paragraph 4.2 of the General
Conditions; and no additional examinations, investigations, explorations,
tests, reports, studies or similar information or data are or will be required
by CONTRACTOR for such purposes.
6.4. CONTRACTOR has reviewed and checked all information and data shown
or indicated on the Contract Documents with respect to existing
Underground Facilities at or contiguous to the site and assumes
responsibility for the accurate location of said Underground Facilities. No
additional examinations, investigations, explorations, tests, reports, studies
or similar information or data in respect of said Underground Facilities are
or will be required by CONTRACTOR in order to perform and furnish the
Work at the Contract Price, within the Contract Times and in accordance
with the other terms and conditions of the Contract Documents, including
specifically the provision of paragraph 4.3. of the General Conditions.
6.5. CONTRACTOR has correlated the results of all such observations,
examinations, investigations, tests, reports and data with the terms and
conditions of the Contract Documents.
6.6. CONTRACTOR has given ENGINEER written notice of all conflicts, errors
or discrepancies that he has discovered in the Contract Documents and the
written resolution thereof by ENGINEER is acceptable to CONTRACTOR.
ARTICLE 7. CONTRACT DOCUMENTS
7.1 The Contract Documents which comprise the entire Agreement between
OWNER and CONTRACTOR concerning the Work consist of the General
Conditions, Supplementary Conditions, those items included in the
definition of “Contract Documents” in Article 1.10 of the General Conditions,
and such other items as are referenced in this Article 7, all of which are
incorporated herein by this reference.
7.2 Forms for use by CONTRACTOR in performing the Work and related
actions in carrying out the terms of this Agreement are deemed Contract
Documents and incorporated herein by this reference, and include, but are
not limited to, the following:
7.2.1 Certificate of Substantial Completion
7.2.2 Certificate of Final Acceptance
7.2.3 Lien Waiver Releases
7.2.4 Consent of Surety
7.2.5 Application for Exemption Certificate
7.2.6 Application for Payment
7.3 Drawings, consisting of a cover sheet and sheets numbered as follows:
The Contract Drawings shall be stamped "Final for Construction" and
dated. Any revisions made shall be clearly identified and dated.
7.4. Addenda Numbers to , inclusive.
7.5. The Contract Documents also include all written amendments and other
documents amending, modifying, or supplementing the Contract
Documents pursuant to paragraphs 3.5 and 3.6 of the General Conditions.
7.6. There are no Contract Documents other than those listed or incorporated
by reference in this Article 7. The Contract Documents may only be
amended, modified or supplemented as provided in paragraphs 3.5 and 3.6
of the General Conditions.
ARTICLE 8. MISCELLANEOUS
8.1. Terms used in this Agreement which are defined in Article I of the General
Conditions shall have the meanings indicated in the General Conditions.
8.2. No assignment by a party hereto of any rights under or interests in the
Contract Documents will be binding on another party hereto without the
written consent of the party sought to be bound; and specifically but not
without limitations, moneys that may become due and moneys that are due
may not be assigned without such consent (except to the extent that the
effect of this restriction may be limited by law), and unless specifically
stated to the contrary in any written consent to an assignment no
assignment will release or discharge that assignor from any duty or
responsibility under the Contract Document.
8.3. OWNER and CONTRACTOR each binds itself, its partners, successors,
assigns and legal representatives to the other party hereto, its partners,
successors, assigns and legal representatives in respect to all covenants,
Agreement and obligations contained in the Contract Document.
OWNER: CITY OF FORT COLLINS CONTRACTOR: [CONTRACTOR]
By: By:
DARIN ATTEBERRY, CITY MANAGER
By:
GERRY S. PAUL PRINTED
DIRECTOR OF PURCHASING
AND RISK MANAGEMENT
Title: Title:
Date: Date:
Attest: (CORPORATE SEAL)
City Clerk
Address for giving notices:
P. O. Box 580
Fort Collins, CO 80522 Attest:
Approved as to Form Address for giving notices:
Assistant City Attorney
License No.:
SECTION 00530
NOTICE TO PROCEED
Description of Work: 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection
To: [Contractor]
This notice is to advise you:
That the contract covering the above described Work has been fully executed by the
CONTRACTOR and the OWNER.
That the required CONTRACTOR's Performance Bond and Payment Bond have been received
by the OWNER.
That the OWNER has approved the said Contract Documents.
Therefore, as the CONTRACTOR for the above described Work, you are hereby authorized and
directed to proceed within ( ) calendar days from receipt of this notice as
required by the Agreement.
Dated this day of , 20 .
The dates for Substantial Completion and Final Acceptance shall be , 20_ and
, 20__, respectively.
City of Fort Collins
OWNER
By:
Title:
ACKNOWLEDGMENT OF NOTICE
Receipt of the above Notice to Proceed is hereby acknowledged this day of
, 20__.
CONTRACTOR: [Contractor]
By:
Title:
SECTION 00600
BONDS AND CERTIFICATES
00610 Performance Bond
00615 Payment Bond
00630 Certificate of Insurance
00635 Certificate of Substantial Completion
00640 Certificate of Final Acceptance
00650 Lien Waiver Release (CONTRACTOR)
00660 Consent of Surety
00670 Application for Exemption Certificate
SECTION 00610
PERFORMANCE BOND
Bond No.
KNOW ALL MEN BY THESE PRESENTS: that
(firm)
(address)
(an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal" and
(Firm)
(Address)
hereinafter referred to as "the Surety", are held and firmly bound unto City of Fort Collins, 300
Laporte Ave, Fort Collins, Colorado 80522 a (Municipal Corporation) hereinafter referred to as
the "OWNER", in the penal sum of 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 CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a
certain Agreement with the OWNER, dated the [Day] day of [Month], 20[Year], a copy of which
is hereto attached and made a part hereof for the performance of The City of Fort Collins
Project, 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection.
NOW, THEREFORE, if the Principal shall well, truly and faithfully perform its duties, all the
undertakings, covenants, terms, conditions and agreements of said Agreement during the
original term thereof, and any extensions thereof which may be granted by the OWNER, with or
without Notice to the Surety and during the life of the guaranty period, and if the Principal shall
satisfy all claims and demands incurred under such Agreement, and shall fully indemnify and
save harmless the OWNER from all cost and damages which it may suffer by reason of failure
to do so, and shall reimburse and repay the OWNER all outlay and expense which the OWNER
may incur in making good any default then this obligation shall be void; otherwise to remain in
full force and effect.
PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees
that no change, extension of time, alteration or addition to the terms of the Agreement or to the
Work to be performed thereunder or the Specifications accompanying the same shall in any way
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 Agreement 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.
PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in
the State of Colorado and be acceptable to the OWNER.
IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of
which shall be deemed an original, this _____ day of _____ ____, 20__.
IN PRESENCE OF: Principal
(Title) (Title)
(Corporate Seal)
(Address)
IN PRESENCE OF: Other Partners
_____________________________ By:
_____________________________ By:
IN PRESENCE OF: Surety
_____________________________ By:_____________________________________
_____________________________
(Address)
(Surety Seal)
NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is
Partnership, all partners should execute Bond.
SECTION 00615
PAYMENT BOND
Bond No.
KNOW ALL MEN BY THESE PRESENTS: that
(firm)
(address)
(an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal" and
(Firm)
(Address)
hereinafter referred to as "the Surety", are held and firmly bound unto the City of Fort Collins,
300 Laporte Ave., Fort Collins, Colorado 80522 a (Municipal Corporation) hereinafter referred to
as "the OWNER", in the penal sum of 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 CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a
certain Agreement with the OWNER, dated the [Day] day of [Month], 20[Year], a copy of which
is hereto attached and made a part hereof for the performance of The City of Fort Collins
Project, 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection.
NOW, THEREFORE, if the Principal shall 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 Agreement and any authorized extension or modification thereof, including
all amounts due for materials, lubricants, repairs on machinery, equipment and tools,
consumed, rented 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 Agreement or to the
Work to be performed thereunder or the Specifications accompanying the same shall in any way
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 Agreement 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.
PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in
the State of Colorado and be acceptable to the OWNER.
IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts,
each one of which shall be deemed an original, this day of , 20__.
IN PRESENCE OF: Principal
(Title) (Title)
(Corporate Seal)
(Address)
IN PRESENCE OF: Other Partners
_____________________________ By:
_____________________________ By:
IN PRESENCE OF: Surety
_____________________________ By:_____________________________________
_____________________________
(Address)
(Surety Seal)
NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is
Partnership, all partners should execute Bond.
SECTION 00630
CERTIFICATE OF INSURANCE
CONTRACTOR shall insert his own standard form for Certificate of Insurance in accordance
with the following requirements:
1. The Contractor will provide, from insurance companies acceptable to the City, the
insurance coverage designated hereinafter and pay all costs. Before commencing work
under this bid, the Contractor shall furnish the City with certificates of insurance showing
the type, amount, class of operations covered, effective dates and date of expiration of
policies, and containing substantially the following statement:
“The insurance evidenced by this Certificate will not reduce coverage or limits and
will not be cancelled, except after thirty (30) days written notice has been received
by the City of Fort Collins.”
In case of the breach of any provision of the Insurance Requirements, the City, at its
option, may take out and maintain, at the expense of the Contractor, such insurance as
the City may deem proper and may deduct the cost of such insurance from any monies
which may be due or become due the Contractor under this Agreement. The City, its
officers, agents and employees shall be named as additional insureds on the Contractor
's general liability and automobile liability insurance policies for any claims arising out of
work performed under this Agreement.
2. Insurance coverages shall be as follows:
A. Workers' Compensation & Employer's Liability. The Contractor shall maintain
during the life of this Agreement for all of the Contractor's employees engaged in
work performed under this agreement:
1. Workers' Compensation insurance with statutory limits as required by
Colorado law.
2. Employer's Liability insurance with limits of $100,000 per accident,
$500,000 disease aggregate, and $100,000 disease each employee.
B. Commercial General & Vehicle Liability. The Contractor shall maintain during the
life of this Agreement such commercial general liability and automobile liability
insurance as will provide coverage for damage claims of personal injury, including
accidental death, as well as for claims for property damage, which may arise
directly or indirectly from the performance of work under this Agreement.
Coverage for property damage shall be on a "broad form" basis. The amount of
insurance for each coverage, Commercial General and Vehicle, shall not be less
than $1,000,000 combined single limits for bodily injury and property damage.
In the event any work is performed by a subcontractor, the Contractor shall be responsible for
any liability directly or indirectly arising out of the work performed under this Agreement by a
subcontractor, which liability is not covered by the subcontractor's insurance
SECTION 00635
CERTIFICATE OF SUBSTANTIAL COMPLETION
TO: CITY OF FORT COLLINS (OWNER)
DATE OF SUBSTANTIAL COMPLETION: PROJECT TITLE: 8046 Arthur Ditch Bridge
Replacement – Oak & Whitcomb Intersection
PROJECT OR SPECIFIED PART SHALL LOCATION: Fort Collins, Colorado
INCLUDE:
OWNER: City of Fort Collins
CONTRACTOR: [Contractor]
CONTRACT DATE: [Date]
The Work performed under this contract has been inspected by authorized representatives of
the OWNER, CONTRACTOR, and the ENGINEER and the project or specified part of the
project, as indicated above) is hereby declared to be substantially completed on the above date.
A tentative list of items to be completed or corrected is appended hereto. This list may not be
exhaustive, and the failure to include an item on it does not alter the responsibility of the
CONTRACTOR to complete all the Work in accordance with the Contract Documents.
ENGINEER AUTHORIZED REPRESENTATIVE
DATE
The CONTRACTOR accepts the above Certificate of Substantial Completion and agrees to
complete and correct the items on the tentative list within the time indicated.
CONTRACTOR AUTHORIZED REPRESENTATIVE
DATE
The OWNER accepts the project or specified area of the project as substantially complete and
will assume full possession of the project or specified area of the project at 12:01 a.m., on
. The responsibility for heat, utilities, security, and insurance under
the Contract Documents shall be as set forth under "Remarks" below.
CITY OF FORT COLLINS, COLORADO By:
OWNER AUTHORIZED REPRESENTATIVE
DATE
REMARKS:
SECTION 00640
CERTIFICATE OF FINAL ACCEPTANCE
, 20__
TO: [Contractor]
Gentlemen:
You are hereby notified that on the day of , 20__, the City of
Fort Collins, Colorado, has accepted the Work completed by [Contractor] for the City of Fort
Collins project, 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection.
A check is attached hereto in the amount of $ as Final
Payment for all Work done, subject to the terms of the Contract Documents which are dated
[Contract Date].
In conformance with the Contract Documents for this project, your obligations and guarantees
will continue for the specified time from the following date:____________ _, 20__.
Sincerely,
OWNER: City of Fort Collins
By:
Title:
ATTEST:
Title:
SECTION 00650
LIEN WAIVER RELEASE
(CONTRACTOR)
TO: City of Fort Collins, Colorado (OWNER)
FROM: [Contractor] (CONTRACTOR)
PROJECT: 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection
1. The CONTRACTOR acknowledges having received payment, except retainage from the
OWNER for all work, labor, skill and material furnished, delivered and performed by the
CONTRACTOR for the OWNER or for anyone in the construction, design, improvement,
alteration, addition or repair of the above described project.
2. In consideration of such payment and other good and valuable consideration, the receipt
and adequacy of which are hereby acknowledged, the CONTRACTOR voluntarily waives
all rights, claims and liens, including but not limited to, mechanic's liens, Miller Act claims
(40 U.S.C.A. 270 a and b), stop notices, equitable liens and labor and material bond rights
which the CONTRACTOR may now or may afterward have, claim or assert for all and any
work, labor, skill or materials furnished, delivered or performed for the construction,
design, improvement, alteration, addition or repair of the above described project, against
the OWNER or its officers, agents, employees or assigns, against any fund of or in the
possession or control of the OWNER, against the project or against all land and the
buildings on and appurtenances to the land improved by the project.
3. The CONTRACTOR affirms that all work, labor and materials, furnished, delivered or
performed to or for the construction, design, improvement, alteration, addition or repair of
the project were furnished, delivered or performed by the CONTRACTOR or its agents,
employees, and servants, or by and through the CONTRACTOR by various
Subcontractors or materialmen or their agents, employees and servants and further
affirms the same have been paid in full and have released in full any and all existing or
possible future mechanic's liens or rights or claims against the project or any funds in the
OWNER'S possession or control concerning the project or against the OWNER or its
officers, agents, employees or assigns arising out of the project.
4. The CONTRACTOR agrees to defend and hold harmless the OWNER, the lender, if any,
and the Surety on the project against and from any claim hereinafter made by the
CONTRACTOR'S Subcontractors, materialmen, employees, servants, agents or assigns
against the project or against the OWNER or its officers, employees, agents or assigns
arising out of the project for all loss, damage and costs, including reasonable attorneys
fees, incurred as a result of such claims.
5. The parties acknowledge that the description of the project set forth above constitutes and
adequate description of the property and improvements to which this Lien Waiver Release
pertains. It is further acknowledged that this Lien Waiver Release is for the benefit of and
may be relied upon by the OWNER, the lender, if any, and Surety on any labor and
material bonds for the project.
Signed this day of , 20__.
CONTRACTOR: [CONTRACTOR]
By:
Title:
ATTEST:
Secretary
STATE OF COLORADO )
)ss.
COUNTY OF LARIMER )
Subscribed and sworn to before me this day of 20__,
by .
Witness my hand and official seal.
Notary Public
My Commission Expires:
SECTION 00660
CONSENT OF SURETY
TO: City of Fort Collins, Colorado (hereinafter referred to as the "OWNER")
CONTRACTOR: [Contractor]
PROJECT: 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection
CONTRACT DATE: [Date]
In accordance with the provisions of the Contract between the OWNER and the CONTRACTOR
as indicated above, for .
(Surety)
on bond of
hereby approves of the Final Payment to the CONTRACTOR, and agrees that Final Payment to
the CONTRACTOR shall not relieve the Surety Company of any of its obligations to the
OWNER, as set forth in the said Surety Company's Bond.
IN WITNESS WHEREOF, the Surety Company has hereunto set its hand this
day of , 20____ .
(Surety Company)
By:
ATTACH: Power of Attorney and Certificate of Authority of Attorney(s)-in-Fact.
SECTION 00670
APPLICATION FOR EXEMPTION CERTIFICATE
Special Notice
Contractors who have completed this application in the past, please note the following changes
in procedure:
The Department will no longer issue individual Certificates of exemption to subcontractors. Only
prime contractors will receive a Contractor’s Exemption Certificate on exempt projects.
Upon receipt of the Certificate, the prime contractor should make a copy for each subcontractor
involved in the project and complete it by filling in the subcontractor’s name and address and
signing it.
The original Certificate should always be retained by the prime contractor. Copies of all
Certificates that the prime contractor issued to subcontractors should be kept at the prime
contractor’s place of business for a minimum of three years and be available for inspection in
the event of an audit.
Once an 89# has been assigned to you, please use the next five numbers following it for any
applications submitted for future projects. This should be your permanent number. For
instance, if you were assigned 89-12345-0001, every application submitted thereafter should
contain 89-12345 on the application. The succeeding numbers will be issued by the
Department of Revenue. DO NOT enter what you believe to be the next in sequence as this
may delay processing of your application.
SECTION 00700
GENERAL CONDITIONS
SECTION 00800
SUPPLEMENTARY CONDITIONS
SECTION 00800
SUPPLEMENTARY CONDITIONS
Conditions of the Contract
These Supplementary Conditions amend or supplement the General Conditions of the
Construction Contract (EJCDC General Conditions 1910-8, 1990 edition with City of Fort Collins
modifications) and other provisions of the Contract Documents as indicated below.
SC-4.2 Subsurface and Physical Conditions:
A. Add the following language to paragraph 4.2.1 of the General Conditions.
4.2.1.1.1 The following report(s) of exploration and tests of subsurface conditions
at the site of the Work:
NA
Contractor may rely upon the accuracy of the technical data contained in the
geotechnical documents, but not upon nontechnical data, interpretations or
opinions contained therein or upon the completeness of any information in the
report.
B. 4.2.1.2.1 No drawing of physical conditions in or relating to existing surface or
subsurface structures (except Underground Facilities referred to in Paragraph
4.3) which are at or contiguous to the site have been utilized by the Engineer in
preparation of the Contract Documents, except the following:
NA
SC-5.4.8 Limits of Liability
A. Add the following language at the end of paragraph 5.4.8.
The limits of liability for the insurance required by the paragraph numbers of the
General Conditions listed below are as follows:
5.4.1 and 5.4.2
Coverage A - Statutory Limits
Coverage B - $100,000/$100,000/$500,000
5.4.3 and 5.4.5 Commercial General Liability policy will have limits of
$1,000,000 combined single limits (CSL). This policy will include coverage
for Explosion, Collapse, and Underground coverage unless waived by the
Owner.
5.4.6 The Comprehensive Automobile Liability Insurance policy will have
limits of $1,000,000 combined single limits (CSL).
5.4.9 This policy will include completed operations coverage/product
liability coverage with limits of $1,000,000 combined single limits (CSL).
SECTION 00900
ADDENDA, MODIFICATIONS AND PAYMENT
00950 Contract Change Order
00960 Application for Payment
SECTION 00950
CHANGE ORDER NO.
PROJECT TITLE: 8046 Arthur Ditch Bridge Replacement – Oak & Whitcomb Intersection
CONTRACTOR: [Contractor]
PROJECT NUMBER: [Project #]
DESCRIPTION:
1. Reason for change:
2. Description of Change:
3. Change in Contract Cost:
4. Change in Contract Time:
ORIGINAL CONTRACT COST $ .00
TOTAL APPROVED CHANGE ORDER .00
TOTAL PENDING CHANGE ORDER .00
TOTAL THIS CHANGE ORDER .00
TOTAL % OF THIS CHANGE ORDER %
TOTAL C.O.% OF ORIGNINAL CONTRACT %
ADJUSTED CONTRACT COST $ .00
(Assuming all change orders approved)
ACCEPTED BY: DATE:
Contractor's Representative
ACCEPTED BY: DATE:
Project Manager
REVIEWED BY: DATE:
Title:
APPROVED BY: DATE:
Title:
APPROVED BY: DATE:
Purchasing Agent over $30,000
cc: City Clerk Contractor Engineer
Project File Architect Purchasing
Section 00960
APPLICATION FOR PAYMENT PAGE 1 OF 4
OWNER: City of Fort Collins PROJECT: APPLICATION NUMBER:
APPLICATION DATE:
PERIOD BEGINNING:
ENGINEER: CONTRACTOR: PERIOD ENDING:
PROJECT NUMBER:
CHANGE ORDERS Application is made for Payment as shown below in connection with Contract
NUMBER DATE AMOUNT
The present status of the account for this Contract is as
follows:
1
2 Original Contract Amount:
3 Net Change by Change Order:
Current contract Amount: $0.00
Total Completed and Stored to Date:
Less Previous Applications:
Amount Due this Application - Before Retainage: $0.00
Less Retainage:
Net Change by Change Order $0.00 AMOUNT DUE THIS APPLICATION: $0.00
CERTIFICATION:
The undersigned CONTRACTOR certifies that all obligations of CONTRACTOR incurred in connection with
the Work have been satisfied as required in Paragraph 14.3. of the General Conditions of the Contract.
The above Amount Due This Application is requested by the CONTRACTOR.
Date: By:
Payment of the above Amount Due This Application is recommended by the ENGINEER.
Date: By:
Payment of the above Amount Due This Application has been reviewed by the OWNER'S Project Manager.
Date: By:
Payment of the above Amount Due This Application is approved by the OWNER.
Date: By:
CONTRACT AMOUNTS
APPLICATION FOR
PAYMENT PAGE 2 OF 4
Work
Completed
Work
Completed
Work
Completed Stored
Bid
This
Month
Previous
Periods
To
Date Materials Total
Item This Earned Percent
Number Description Quantity Units
Unit
Price Amount Qty. Amount Qty. Amount Qty. Amount Period
To
Date Billed
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
TOTALS $0.00 $0.00 $0.00 $0.00 $0.00
CHANGE ORDERS APPLICATION FOR PAYMENT PAGE 3 OF 4
Work
Completed
Work
Completed
Work
Completed Stored
Bid
This
Month
Previous
Periods
To
Date Materials Total
Item This Earned Percent
Number Description Quantity Units
Unit
Price Amount Qty. Amount Qty. Amount Qty. Amount Period
To
Date Billed
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
TOTALS CHANGE
ORDERS $0.00 $0.00 $0.00 $0.00 $0.00
PROJECT TOTALS $0.00 $0.00 $0.00 $0.00 $0.00
STORED MATERIALS
SUMMARY PAGE 4 OF 4
On Hand Received Installed On Hand
Item Invoice Previous This This This
Number Number Description Application Period Period Application
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
TOTALS $0.00 $0.00 $0.00 $0.00
CITY OF FORT COLLINS
ENGINEERING DEPARTMENT
SPECIAL PROVISIONS
Arthur Ditch RBC Replacements
The 2011 Standard Specifications for Road and Bridge Construction controls construction of this project.
The following special provisions supplement or modify the Standard Specifications and take precedence
over the Standard Specifications and plans.
PROJECT SPECIAL PROVISIONS
Page
Index Pages (12/01/2014) 1–3
Notice to Bidders (12/01/2014) 4
Commencement and Completion of Work (12/01/2014) 5
Revision of Section 101 – Definition of Terms (12/01/2014) 6
Revision of Section 102 – Project Plans and Other Data (12/01/2014) 7
Revision of Section 105 – Dispute Resolution (12/01/2014) 8
Revision of Section 107 – Performance of Safety Critical Work (12/01/2014) 9-11
Revision of Section 107 – Interruption of Irrigation Water Flow (12/01/2014) 12
Revision of Section 107 – Protection of Existing Vegetation (12/01/2014) 13
Revision of Section 108 – Prosecution and Progress (12/01/2014) 14-19
Revision of Section 201 – Clearing and Grubbing (12/01/2014) 20
Revision of Section 202 – Removal of Structures and Obstructions (12/01/2014) 21
Revision of Section 202 – Removal Portions of Structure (12/01/2014) 22
Revision of Section 206 – Excavation and Backfill for Structures, Culverts, and Pipes
(12/01/2014) 23
Revision of Section 208 – Erosion Control (12/01/2014) 24
Revision of Section 209 – Watering and Dust Palliatives (12/01/2014) 25
Revision of Section 211 – Dewatering (12/01/2014) 26-28
Revision of Section 212 – Seeding, Fertilizer, Soil Condition and Sodding (12/01/2014) 29
Revision of Section 214 – Planting (12/01/2014) 30
Revision of Section 518 – Water Stops and Expansion Joints (12/01/2014) 31
Revision of Section 603 – Culverts and Sewers (12/01/2014) 32
Revision of Section 619 – Water Lines (12/01/2014) 33-70
CITY OF FORT COLLINS
ENGINEERING DEPARTMENT
SPECIAL PROVISIONS
Arthur Ditch CBC Replacements
STANDARD SPECIAL PROVISIONS
Date No. of Pages
Revision of Section 105 – Construction Surveying (July 31, 2014) 1
Revision of Section 105 – Hot Mix Asphalt Pavement Smoothness (May 8, 2014) 8
Revision of Sections 105 and 106 – Conformity to the Contract of Hot Mix Asphalt
(Less than 5000 Tons) (February 11, 2011) 7
Revision of Section 106 – Certificates of Compliance & Certified Test Reports (February 3, 2011) 1
Revision of Section 106 – Material Sources (October 31, 2013) 1
Revision of Section 107 – Warning Lights for Work Vehicles and Equipment (January 30, 2014) 1
Revision of Section 108 – Payment Schedule (Single Construction Year) (October 31, 2013) 1
Revision of Sections 203, 206, 304, and 613 – Compaction (July 19, 2012) 2
Revision of Sections 206 and 601 – Backfilling Structures that Support Lateral (July 29, 2011) 1
Earth Pressures
Revision of Section 208 – Aggregate Bag (January 31, 2013) 1
Revision of Section 208 – Erosion Log (January 31, 2013) 1
Revision of Section 250 – Environmental, Health, and Safety Management (July 19, 2012) 1
Revision of Section 401 – Compaction of Hot Mix Asphalt (April 26, 2012) 1
Revision of Section 401 – Compaction Pavement Test Section (CTS) (July 19, 2012) 1
Revision of Section 401 – Temperature Segregation (February 3, 2011) 1
Revision of Sections 401 and 412 – Safety Edge (May 2, 2013) 2
Revision of Sections 412, 601, and 711 – Liquid Membrane-Forming (May 5, 2011) 1
Compounds for Curing Concrete
Revision of Section 601 – Concrete Batching (February 3, 2011) 1
Revision of Section 601 – Concrete Finishing (February 3, 2011) 1
Revision of Section 601 – Concrete Form and Falsework Removal (July 28, 2011) 3
Revision of Section 601 – Concrete Slump Acceptance (July 29, 2011) 1
Revision of Section 630 – Construction Zone Traffic Control (February 17, 2012) 1
Revision of Section 630 – Retroreflective Sign Sheeting (May 8, 2014) 1
Revision of Section 630 – Signs and Barricades (January 31, 2013) 1
Revision of Section 703 – Aggregate for Bases (without Rap) (October 31, 2013) 1
Revision of Section 703 – Aggregate for Hot Mix Asphalt (November 1, 2012) 2
Revision of Section 703 – Concrete Aggregate (July 28, 2011) 1
Revision of Section 712 – Water for Mixing or Curing Concrete (February 3, 2011) 1
Affirmative Action Requirements – Equal Employment Opportunity (February 3, 2011) 11
Partnering Program
NOTICE TO BIDDERS
Pursuant to subsections 102.04 and 102.05, it is recommended that bidders on this project review the work
site and plan details with an authorized City representative. Prospective bidders shall contact one of the
following listed authorized City Representatives at least 12 hours in advance of the time they wish to review
the project.
Project Manager: Tracy Dyer
Engineering Department
City of Fort Collins
281 North College Avenue
Fort Collins, CO 80522-0580
Office Phone: (970) 416-2011
Fax: 970-221-6378
tdyer@fcgov.com
Senior Buyer: John Stephen
Purchasing Department
City of Fort Collins
Fort Collins, CO 80522
Office Phone: 970-221-6777
Fax: 970-221-6707
jstephen@fcgov.com
The above referenced individual are the only representative of the City with authority to provide any
information, clarification, or interpretation regarding the plans, specifications, and any other contract
documents or requirements.
Question received from bidders along with City responses will be posted as an addendum on line at Rocky
Mountain E-Purchasing System: www.rockymountainbidsystem.com as they become available.
All questions shall be directed to the City contacts listed above no later than 7:00 am one week prior to the
bid opening. Questions and answers shall be used for reference only and shall not be considered part of the
Contract.
Where references is made in the plans and specifications to Owner, Department, Chief Engineer, Resident
Engineer, Project Engineer, Engineer, and Inspection and Testing Agency it is understood to mean the City
of Fort Collins, Colorado, representative.
COMMENCEMENT AND COMPLETION OF WORK
The Contractor shall commence work under the Contract by the City in the “Notice to Proceed”. The
Contractor shall complete all work within 120 calendar days in accordance with the “Notice to Proceed”.
Estimated Substantial Completion is April 15th, 2015.
The Contractor will be allowed up to 60 day closure of W. Oak Street to perform installation of Concrete
Box Culvert and all other work that requires a road closure. At the end of this time frame, W. Oak Street
must be reopened. To provide the most flexibility to construct the project, the Contractor is responsible to
determine construction phasing and when to request the street closure. The City requests a minimum of two
weeks’ notice prior to the requested closure date.
Salient features to be shown on the Contractor’s Progress Schedule are:
1) Erosion Control
2) Construction Traffic Control
3) Removals
4) Structure Excavation and Backfill
5) Storm Drain
6) Box Culvert
7) Asphalt Paving
8) Curb
9) Clean Up and Punch List
Section 108 of the supplemental specifications is hereby revised for this project as follows:
Section 108.03 shall include the following:
The Contractor’s Progress Schedule shall be a CPM Schedule. Full street closure must be shown on the
schedule.
All work which affects ditch must be completed by April 15, 2014.
REVISION OF SECTION 101
DEFINITION OF TERMS
Technical Specifications related to construction materials and methods for the Work embraced under this
Contract shall consist of the “Colorado Department of Transportation, Standard Specifications for Road and
Bridge Construction” dated 2011, along with the Larimer County Urban Area Street Standards and the City
of Fort Collins Utility Standards. If there is a conflict apparent between the two, the more stringent
specification shall be used.
Certain terms utilized in the Specifications referred to in the paragraph above shall be interpreted to have
different meanings within the scope of the Contract. A summary of redefinitions follows:
a. 101.28 Department. City of Fort Collins Engineering Department, Colorado
b. 101.29 Engineer. The Construction Engineer for the City of Fort Collins, Colorado, or designated
representative.
c. 101.39 Laboratory. City of Fort Collins, Colorado, or their designated representative.
d. 101.51 Project Engineer. The Project Manager, City of Fort Collins, Colorado or designated
representative.
e. 101.76 State. City of Fort Collins, Colorado (where applicable)
REVISION OF SECTION 102
PROJECT PLANS AND OTHER DATA
Section 102 of the Standard Specifications is hereby revised for this project as follows:
Subsection 102.05 shall include the following:
Contract documents and supporting information will be available for review until the date set for opening of
bids at the following locations:
1. Online at www.rockymountainbidsystem.com
2. City of Fort Collins Purchasing Department, 215 N Mason Street, 2nd Floor, Fort Collins, Colorado,
80524
The following information is available:
Geotechnical Report
REVISION OF SECTION 105
DISPUTE RESOLUTION
Section 105 of the Standard Specifications is hereby revised for this project as follows:
Subsection 105.22 shall be revised as follows:
The Colorado Department of Transportation will not participate in the resolution process for any
claims filed by the Contractor.
REVISION OF SECTION 107
PERFORMANCE OF SAFETY CRITICAL WORK
Section 107 of the Standard Specifications is hereby revised as follows:
Add subsection 107.06.1 immediately following subsection 107.06 as follows:
107.06.1 Performance of Safety Critical Work. The following work elements are considered safety critical
work for this project:
(1) Removal of the Arthur Ditch concrete box culverts.
(2) Temporary works: falsework, shoring that exceeds 5 feet in height, cofferdams, and temporary
bridges
(3) Work requiring the use of cranes or other heavy lifting equipment to set structures. Also when
construction materials are being lifted that may fall onto active traffic lanes.
(4) Excavation and embankment adjacent to the roadway, especially if it requires shoring
(5) Work operations such as jack hammering which may create vibration.
The Contractor shall submit, for record purposes only, an initial detailed construction plan that addresses
safe construction of each of the safety critical elements. When the specifications already require an erection
plan, or a removal of portion of bridge plan, it shall be included as a part of this plan. The detailed
construction plan shall be submitted two weeks prior to the safety critical element conference described
below. The construction plan shall be stamped “Approved for Construction” and signed by the Contractor.
The construction plan will not be approved by the Engineer.
The Construction Plan shall include the following:
(1) Safety Critical Element for which the plan is being prepared and submitted.
(2) Contractor or subcontractor responsible for the plan preparation and the work.
(3) Schedule, procedures, equipment, and sequence of operations, that comply with the working hour
limitations
(4) Temporary works required: falsework, bracing, shoring, etc.
(5) Additional actions that will be taken to ensure that the work will be performed safely.
(6) Names and qualifications of workers who will be in responsible charge of the work:
A. Years of experience performing similar work
B. Training taken in performing similar work
C. Certifications earned in performing similar work
(7) Names and qualifications of workers operating cranes or other lifting equipment
A. Years of experience performing similar work
B. Training taken in performing similar work
C. Certifications earned in performing similar work
2
REVISION OF SECTION 107
PERFORMANCE OF SAFETY CRITICAL WORK
(8) The construction plan shall address how the Contractor will handle contingencies such as:
A. Unplanned events (storms, traffic accidents, etc.)
B. Structural elements that don’t fit or line up
C. Work that cannot be completed in time for the roadway to be reopened to traffic
D. Replacement of workers who don’t perform the work safely
E. Equipment failure
F. Other potential difficulties inherent in the type of work being performed
(9) Name and qualifications of Contractor’s person designated to determine and notify the Engineer in
writing when it is safe to open a route to traffic after it has been closed for safety critical work.
(10) Erection plan or bridge removal plan when submitted as required elsewhere by the specifications.
Plan requirements that overlap with above requirements may be submitted only once.
A safety critical element conference shall be held two weeks prior to beginning construction on each safety
critical element. The Engineer, the Contractor, the safety critical element subcontractors, and the
Contractor’s Engineer shall attend the conference. Required pre-erection conferences or bridge removal
conferences may be included as a part of this conference.
After the safety critical element conference, and prior to beginning work on the safety critical element, the
Contractor shall submit a final construction plan to the Engineer for record purposes only. The Contractor’s
Engineer shall sign and seal temporary works, such as falsework, shoring etc., related to construction plans
for the safety critical elements, (1) Removal of Structure, and (2) Temporary Works. The final construction
plan shall be stamped “Approved for Construction” and signed by the Contractor.
The Contractor shall perform safety critical work only when the Engineer is on the project site. The
Contractor’s Engineer shall be on site to inspect and provide written approval of safety critical work for
which he provided signed and sealed construction details. Unless otherwise directed or approved, the
Contractor’s Engineer need not be on site during the actual performance of safety critical work, but shall be
present to conduct inspection for written approval of the safety critical work.
When ordered by the Engineer, the Contractor shall immediately stop safety critical work that is being
performed in an unsafe manner or will result in an unsafe situation for the traveling public. Prior to stopping
work, the Contractor shall make the situation safe for work stoppage. The Contractor shall submit an
acceptable plan to correct the unsafe process before the Engineer will authorize resumption of the work.
When ordered by the Engineer, the Contractor shall remove workers from the project that are performing the
safety critical work in a manner that creates an unsafe situation for the public in accordance with subsection
108.05.
Should an unplanned event occur or the safety critical operation deviate from the submitted plan, the
Contractor shall immediately cease operations on the safety critical element, except for performing any work
necessary to ensure worksite safety, and provide proper protection of the work and the traveling public. If
the Contractor intends to modify the submitted plan, he shall submit a revised plan to the Engineer prior to
resuming operations.
All costs associated with the preparation and implementation of each safety critical element construction
plan will not be measured and paid for separately, but shall be included in the work.
3
REVISION OF SECTION 107
PERFORMANCE OF SAFETY CRITICAL WORK
Nothing in the section shall be construed to relieve the Contractor from ultimate liability for unsafe or
negligent acts or to be a waiver of the Colorado Governmental Immunity Act on behalf of the Department.
REVISION OF SECTION 107
INTERRUPTION OF IRRIGATION WATER FLOW
Section 107 Standard Specifications is hereby revised for this project as follows:
Subsection 107.14 shall include the following:
The Contractor’s attention is called to the fact that the Arthur Ditch is within the project limits on
which work is required. It is the Contractor’s responsibility to provide continuous flow or make
arrangements for flow interruptions as necessary if construction scheduling requires work on these
facilities during times of high groundwater flow.
Irrigation facilities adjacent to the project normally flow from April to October each year.
Therefore, construction activities that affect these facilities should be coordinated accordingly.
Work necessary to comply with these requirements, including temporary ditches or culverts, and/or
detour culverts, if necessary, will not be paid for separately, but shall be included in the prices bid
for the various bid items that occur on the project.
REVISION OF SECTION 107
PROTECTION OF EXISTING VEGETATION
Section 107 of the Standard Specifications is hereby revised for this project as follows:
Subsection 107.12 shall include the following:
A. The Contractor shall save all existing vegetation in this area, except for those trees and shrubs which
must be removed to accommodate construction of the project.
B. The Contractor shall perform all the work in such a manner that the least environmental damage will
result. All questionable areas or items shall be brought to the attention of the Engineer for approval
prior to removal or any damaging activity. Trees and/or shrubs that are damaged during construction
but could have been saved shall be replaced at the expense of the Contractor.
C. The following measures shall be taken to protect existing trees adjacent to the project:
1. Plastic fencing material shall encircle any trees whose outer drip line edge is within 20 feet
of any construction activities. The fencing material shall be bright, contrasting color, durable,
and a minimum of 4 feet in height. Posts used shall be comparable to metal T-post or heavier
weight, and placed to a depth of no less than 2 feet below ground level. Fencing material
shall be placed at the drip line or 15 feet from tree trunk, whichever is greater, and
maintained in an upright position throughout the duration of construction activities.
2. No material shall be placed or piled within the drip line of existing trees. No heavy objects
such as wood pallets, metal railings, etc., shall lean against or come into contact with tree
trunks.
3. When root cutting is unavoidable, a clean sharp cut shall be made to avoid shredding or
smashing. Exposed roots shall be covered immediately to prevent desiccation. Where roots
will be cut in a straight line, such as behind a curb or along a sidewalk, a saw such as a
concrete saw with a sharp blade that penetrates 1 foot shall be used on top of the ground
prior to excavating so that the roots are not torn or smashed during excavation.
4. Sidewalk and pavement should be contoured sufficiently to avoid cutting surface tree roots.
Whenever possible, tree roots should be bridged or floated over with walks.
5. With the approval of the City of Fort Collins representative, if foot traffic or equipment is
unavoidable within the drip line, the area within the drip line shall be mulched with wood
chips to a depth of six inches prior to construction activity. Six inch mulch depth shall be
maintained for the duration of the project, and shall be removed upon completion of the
project.
D. Measurement and Payment: All work necessary as defined in the specifications to protect the existing
trees, other than plastic fence and Item 212-Tree Protection and protection (Oak St.), shall not be paid
for separately, but shall be included in the cost of the work.
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
Section 108 of the Standard Specifications is hereby revised as follows:
Subsection 108.03 shall include the following:
Project Meetings
A. Pre-Construction Conference: A Pre-Construction Conference will be held after Notice of Award and
before the Notice to Proceed, the date, time and location will be determined after Notice of Award.
The conference shall be attended by:
1. Contractor and Contractor’s Superintendent
a. Contractor shall designate/introduce Superintendent
b. At this time the Superintendent will be expected to show that he has sufficient
knowledge of the specifications and plans to orchestrate and coordinate the construction
activities for this job.
2. Contractor’s Subcontractors (including the Traffic Control Supervisor and Surveyor)
a. Contractor shall designate/introduce major Subcontractor’s supervisors assigned to the
project
3. Engineer
4. Owner
5. Utility Companies
a. Utilities will be asked to designate their coordination person, provide utility plans, and
their anticipated schedule
6. Others as requested by the Contractor, Owner, or Engineer.
Unless previously submitted to the Owner, the Contractor shall bring to the conference a tentative
schedule of the construction project, include in the schedule shop drawings and other submittals. Any
submittals requiring long lead times and therefore must be expedited shall be submitted at the pre-
construction conference, or as soon thereafter as possible.
The purpose of the conference is to designate responsible personnel and establish a working
relationship. Matters requiring coordination will be discussed and procedures for handling such matters
established. The agenda will include:
2
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
1. Contractor’s tentative Schedule
a. The Contractor shall submit a detailed project schedule showing milestones and the
critical path for the Arthur Ditch Replacement. This schedule shall be agreed to by both
the Owner and Contractor. It shall be made in writing and signed by both parties.
2. Permit applications and submittals, including Dewatering Permit, Erosion and Sediment
Control Plan, and Traffic Control Plan
3. Transmittal, review and distribution of Contractor’s submittals
4. Processing applications for payment
5. Maintaining record documents
6. Field decision and change orders
7. Use of premises, office and storage areas, staging area, security, housekeeping, and Owner’s
needs
8. Proposed daily construction hours for the Engineer’s approval
9. Designation of access roads and parking
10. Contractor’s assignment of safety and first aid
B. Construction Progress Meetings for the Arthur Ditch Replacements: Progress meetings will be
conducted weekly or at some other frequency, if approved by the Engineer. These meetings shall be
attended by the Owner, the Engineer, the Contractor’s representative and any others invited by these
people.
The Engineer will conduct the meeting and the Engineer will arrange for keeping the minutes and
distributing the minutes to all persons in attendance.
The agenda of these project meetings will include construction progress, the status of submittal reviews,
and the status of information requests, critical work sequencing, review of strategies for connections into
existing facilities, status of field orders and change orders, and any general business.
The Contractor will prepare a “two week look ahead” schedule to facilitate coordination of work items.
The schedule shall be monitored closely during construction and may be updated by written agreement
of the parties as changes occur in the project progress. If the milestones are not met, the Owner may
utilize the remedies provided in the General Conditions as well as any other remedy provided by the
Contract Documents or provided by law or equity. The Owner may also assess liquidated damages as
outlined in Article 3, Section 3.2 of the Agreement.
3
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
The Engineer or Engineer’s Field Representative and Contractor shall agree to weekly quantities at the
progress meetings. The weekly quantity sheets shall be signed by both parties. These quantity sheets,
when signed, shall be final and shall be the basis for the monthly progress estimates. This process
ensures accurate monthly project pay estimates.
C. The Engineer may hold coordination conferences, to be attended by all parties involved, when the
Contractor’s operations affect, or are affected by, the work of others.
1. Contractor shall participate in such conferences accompanied by Subcontractors as required by
the Engineer.
Construction Schedules
A. The Contractor shall prepare a detailed schedule of all construction operations and procurement after
review of tentative schedule by parties attending the pre-construction conference. This schedule will
show how the Contractor intends to meet the milestones set forth.
1. No work is to begin at the site until Owner’s acceptance of the Construction Progress Schedule
and Report of delivery of equipment and materials.
2. All work which impacts the ditch’s ability to convey water must be complete by April 15, 2014.
B. Format and Submissions
1. Prepare construction and procure schedules in a graphic format suitable for displaying scheduled
and actual progress.
2. Submit two copies of each schedule to Owner for review.
a) Owner will return one copy to contractor with revisions suggested or necessary for
coordination of the Work with the needs of Owner or others.
b) The Contractor will be required to submit a weekly progress schedule showing work to
be completed, labor, equipment, work hours and methods of construction for the
upcoming week. This schedule will be required every Thursday in a daily calendar
format.
3. The schedule must show how the street, underground utilities, box culvert, and paving work will
be coordinated.
4
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
C. Content
1. Construction Progress Schedule
a) Show the complete work sequence of construction by activity and location.
b) Show changes to traffic control
c) Show project milestones
2. Equipment, Materials and Submittals Schedule
a) Show delivery status of critical and major items of equipment and materials
b) Include a critical path schedule for Shop Drawings, tests, and other submittal
requirements for equipment and materials.
D. Owner’s Responsibility
1. Owner’s review is only for the purpose of checking conformity with the Contract Documents
and assisting the Contractor in coordinating the Work with the needs of the Project.
2. It is not to be construed as relieving contractor from any responsibility to determine the means,
methods, techniques, sequences and procedures of construction.
Modifications to Time of Completion in the Approved Schedule
The date of beginning and the time for completion of the work are essential conditions of the Contract
Documents and the work embraced shall be commenced on a date specified in the Notice to Proceed.
The Contractor will proceed with the work at such rate of progress to ensure full completion within the
contract time. It is expressly understood and agreed, by and between the Contractor and the Owner that the
contract time for the completion of the work described herein is a reasonable time, taking into consideration
the climatic and other factors prevailing in the locality of the work.
Every effort shall be made by the Contractor to complete the project within the "Contract Time" shown in
the proposal. The "Contract Time" anticipates "Normal" weather and climate conditions in and around the
vicinity of the Project site during the times of year that the construction will be carried out. Extensions of
time based upon weather conditions shall be granted only if the Contractor demonstrates clearly that such
conditions were "unusually severe," would not have been reasonably anticipated, and that such conditions
adversely affected the Contractor’s work and thus required additional time to complete the work.
The following specifies the procedure for the determination of time extensions for unusually severe weather.
The listing below defines the anticipated number of calendar days lost to adverse weather for each month
and is based upon National Oceanic and Atmospheric Administration (NOAA) or similar data for the
geographic location of the project.
5
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
Monthly Anticipated Calendar Days Lost to Adverse Weather Conditions
JAN FEB MAR APR MA
Y
JUN JUL AUG SEP OCT NOV DEC
(7) (4) (4) (4) (6) (3) (4) (2) (3) (3) (2) (5)
The above schedule of anticipated adverse weather will constitute the base line for monthly (or portion
thereof) weather time evaluations. Upon acknowledgment of the Notice to Proceed and continuing
throughout the contract on a monthly basis, actual adverse weather days and the impact of adverse weather
days that delay the work will be recorded on a day-to-day basis. It is assumed that the work will be carried
out Mondays through Fridays (holidays accepted) unless an approved construction schedule or written
authorization from the Owner indicates otherwise. The number of days of delayed work due to adverse
weather or the impact thereof will then be compared to the monthly adverse weather schedule above.
An actual adverse weather day must prevent work for 50 percent or more of the Contractor’s workday, delay
work critical to the timely completion of the project, and be documented by the Contractor. The City
Representative observing the construction shall determine on a daily basis whether or not work can proceed
or if work is delayed due to adverse weather or the effects thereof. The Contractor shall notify the Engineer
in writing of any disagreement as to whether or not work can proceed on a given date, within 2 calendar
days of that date. The Owner will use the above written notification in determining the number of working
days for which work was delayed during each month.
At the end of each month, if the number of working days for which work was delayed due to adverse
weather exceeds that shown in the above schedule, a Change Order will be executed which increases the
Contract Time. The number of work days delayed due to adverse weather or the impact thereof will then be
converted to Calendar Days based on the contract completion day and date. This conversion assumes a 5-
day work week, Mondays through Fridays, holidays excepted; should the Contractor have authorization to
work weekends and/or holidays, and then the method of conversion of workdays to calendar days would
take this into consideration. The contract time period will then be increased by the number of calendar days
calculated above and a new contract completion day and date will be set.
The Contractor’s schedule must reflect the above-anticipated adverse weather delays on all weather-
dependent activities.
While extensions of time shall be granted for "unusually severe" weather or climate conditions, the Owner
shall make no monetary compensation for any costs to the Contractor arising out of such delays. The
Contractor shall comply with the portions of the Contract Documents relating to his project schedule and
amendments thereto which result from the "unusually severe" weather condition.
Breakdowns in equipment or lack of performance by the Contractor will not be considered justification for
an extension of time. Liquidated damages will be assessed as delineated elsewhere.
The Contractor shall not be charged with liquidated damages or any excess cost when the delay in
completion of the work is due to the following, and the Contractor has promptly given written notice of such
delay to the Owner or Engineer.
6
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
1. To any preference, priority, or allocation order duly issued by the Owner.
2. To unforeseeable causes beyond the control and without the fault or negligence of the Contractor,
including but not restricted to, acts of God, or of the public enemy, acts of the Owner, acts of
another Contractor in the performance of a contract with the Owner, fires, floods, epidemics,
quarantine restrictions, strikes, freight embargoes, and abnormal and unforeseeable weather as
provided above.
3. To any delays of Subcontractors occasioned by any of the causes specified in paragraphs 1 and 2,
above.
Subsection 108.05 shall include the following:
The contractor shall schedule all work between 7:00 A.M. and 6:00 P.M Monday through Friday.
Night and weekend work will be allowed only with the prior written authorization of the Engineer, and
after the contractor submits and receives approval for a noise variance from the City’s Environmental
Enforcement Division. Written requests to be submitted a minimum of (5) working days prior to the
request date.
The Contractor may make emergency repairs to provide protection of the work and traveling public at
any time. All on-roadway work or work that indirectly or directly interferes with the flow of traffic shall
be in accordance with an approved Traffic Control Plan.
Unless waived by the Engineer, failure to meet these milestones will require assessment of liquidated
damages for each milestone listed above and in accordance with Subsection 108.08.
Meetings will be required to review progress and to plan upcoming activities. Representatives from the
Contractor and all active subcontractors shall attend the meetings. Such meetings will be required on a
weekly basis at a time to be determined by the City of Fort Collins and the Contractor. Additional
meetings will be held when required by the City of Fort Collins or the Contractor.
The Contractor shall submit at the weekly progress meeting a written statement of planned work
activities and anticipated inspection, testing, and surveying requirements of the upcoming week. A 24
hour notice shall be provided to the City of Fort Collins by the Contractor if the Contractor elects to
change the planned work activities.
REVISION OF SECTION 201
CLEARING AND GRUBBING
Section 201 of the Standard Specifications is hereby revised for this project as follows:
In Subsection 201.02 delete the second paragraph and replace with the following:
Clearing and grubbing shall be within the limits of the project, as identified in the plans. All other
areas of clearing and grubbing shall be as directed by the Engineer. Removal of trees less than 4”
in diameter (measured 18” from the ground) will not be measured separately, but will be included in
the cost of clearing and grubbing.
The Contractor shall coordinate with the private property owners prior to beginning work adjacent
to their property.
Upon completion of the structure, the Contractor shall coordinate with the City of Fort Collins
regarding landscape improvements which will be completed by others.
In Subsection 201.02 delete the sixth paragraph and replace with the following:
No material or debris shall be disposed of within the project limits; and, shall be legally disposed of
off-site or preferably to a recycling center. The Contractor shall make all arrangements to obtain
written permission from property owners for disposal locations outside the limits of the project.
Copies of this written agreement shall be furnished to the Engineer before the disposal area is used.
REVISION OF SECTION 202
REMOVAL OF STRUCTURES AND OBSTRUCTIONS
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing asphalt mat within the project limits as shown on
the plans or at locations directed by the Engineer.
This work includes removal of waterline and water valves within the project limits as shown on the
plans or at locations directed by the Engineer.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The existing asphalt mat shall be removed in a manner that minimizes contamination of the removed
mat with underlying material. The removed mat shall become the property of the Contractor and be
disposed of offsite.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Asphalt Mat (3”- 7.5”) Square Yard
Remove 4” waterline Linear Foot
Remove 6” waterline Linear Foot
Remove existing 4” valves Each
REVISION OF SECTION 202
REMOVAL OF PORTIONS OF STRUCTURES
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Add the following to subsection 202.08:
This work consists of removal of the reinforced concrete box (RCB) as shown on the plans. RCB removal
shall consist of the complete removal of all structure elements unless otherwise shown on the plans.
The removal of the existing RCB shall be performed in a safe manner.
The Contractor shall submit a bridge removal plan to the Engineer, for record purposes only, at least 10
working days prior to the proposed start of removal operations. This Plan shall detail procedures, sequences,
and all features required to perform the removal in a safe and controlled manner.
The RCB Removal Plan shall provide complete details of the removal process, including:
(1) The removal sequence, including staging of removal operations. Sequence of operation shall
include a detailed schedule that complies with the working hour limitations.
(2) Equipment descriptions including size, number, type, capacity, and location of equipment during
removal operations.
(3) Detailed methods for protection of the existing roadway facilities, including measures to assure that
people, property, utilities, and improvements will not be endangered.
(4) Detailed methods for mitigation of fugitive dust resulting from the demolition.
(5) Details for removing, loading, and hauling demolished RCB.
(6) Methods of Handling Traffic, including bicycles and pedestrians, in a safe and controlled manner.
(7) Method for handling storm water within the existing RCB.
The Contractor shall take all steps to avoid contaminating state waters, in accordance with subsection
107.25.
Subsection 202.12 shall include the following:
Structural excavation shall be paid to remove earthen material outside of the existing RCB and inside the
limits shown on the plans, as required for installation of the proposed RCB. Asphalt removal will be paid for
the removal of the existing asphalt pavement above the existing RCB
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Unit
Removal of Portions of Structure (RCB) LF
REVISION OF SECTION 206
EXCAVATION AND BACKFILL FOR
STRUCTURES, CULVERTS AND PIPES
Section 206 of the Standard Specifications is hereby revised for this project as follows:
Subsection 206.06 shall include the following:
For Storm, Sanitary and Water Pipes:
Limits and materials for Structure Excavation and Structure Backfill for all storm, sanitary and water
pipes shall be in accordance with the City of Fort Collins Utility Trench and Pipe Bedding details as
shown on the plans. Excavation, Backfill (Class 1), Bedding (including granular bedding material up
to 12 inches above the top of the pipe) and embankment material required for all pipes will not be
measured and paid for separately, but shall be included in the work. The use of flowfill will be as
directed by the Engineer or as shown on the plans. Flowfill will not be measured or paid separately,
but shall be included in the cost of the pipe.
REVISION OF SECTION 208
EROSION CONTROL
Section 208 of the Standard Specifications is hereby revised for this project as follows:
Subsection 208.03 is hereby revised to include the following:
The Contractor shall provide an Erosion Control Plan that conforms to the City of Fort Collins’ MS4
requirements.
The sixth paragraph of Subsection 208.11 (beginning “Erosion Control Supervisor...”) is hereby replaced
with the following:
Erosion Control Supervisor work will be measured and paid for in accordance with subsection 208.12.
The Contractor shall record the tasks that were assigned to the Erosion Control Supervisor. The records
shall be submitted to the Engineer, weekly, after completion of the work for approval and acceptance.
Subsection 208.12 is hereby revised to include the following:
Removal and disposal of sediment will not be measured and paid for separately, but shall be included in
the work.
Payment for work under this section will be as identified in 208.12, as amended above and by other
contract special provisions. Erosion control items for this project are tabulated in the plans on drawing
EC-603.
Other pay items (not originally anticipated or tabulated in the project) will be paid for in accordance
with 208.12, at a negotiated unit cost.
Payment for installed items shall include maintenance of the device for the entire time it is in place
during construction at a given location. No separate measurement or payment will be made for
replacement of the device as required to maintain its function.
REVISION OF SECTION 209
WATERING AND DUST PALLIATIVES
Section 209 of the Standard Specifications is hereby revised for this project as follows:
Subsection 209.08 is hereby revised as follows:
Water required for all items of work including dust palliatives and for moisture and density control
will not be measured and paid for separately, but shall be included in the work.
REVISION OF SECTION 211
DEWATERING
Section 211 is hereby added to the Standard Specifications for this project as follows:
211.01 Dewatering. The contractor shall be responsible for all dewatering on the project. It is anticipated
that substantial dewatering will be required on this project. The dewatering processes shall follow these
specifications:
Prior to the preconstruction conference the Contractor shall submit their dewatering plan to the
Engineer and Owner to communicate the Contractors intent to dewatering to achieve the required
performance addressed in these specifications. Submittal of a dewatering plan shall not be
interpreted as an acceptance or approval by the Owner or Engineer of the Contractor’s dewatering
plan. The dewatering plan shall include at a minimum:
1. Major components of the dewatering system including size, location, spacing and details of major
dewatering features the Contractor anticipates utilizing.
2. Contingency plans for equipment or power failure.
3. Procedures for verification that water levels have been lowered to the specified levels prior to trench
or structure excavation and installation.
4. Location of dewatering disposal or discharge locations and the capacity to accept dewatering
discharge. Provide a contingency plan for higher than anticipated flows when capacity of planned
discharge and disposal locations may conceivably be exceeded.
5. Location and details of Best Management Practices (BMP’s).
6. Agreements with entities accepting discharge(s).
7. All permits obtained by the Contractor including any permit conditions and approvals for the
discharge of water generated during the execution of the Work.
8. Other permits required for construction or operation of the dewatering system including the drilling
of wells, temporary power drops, etc.
211.02 Structure dewatering construction requirements:
1. The construction dewatering permit and water quality shall conform to subsection 107.25(b)7&8 of
the CDOT specifications.
2. Dewatering discharge to, or across, adjacent canals, drains, rights-of-way, and private property
outside of the designated limits of construction shall not be allowed unless the Contractor has
obtained written approval from agency or property owner having jurisdiction. Provide Agreements
with dewatering plan submittal as described above.
3. Furnish, install and prepare for operation, all necessary machinery, appliances and equipment to
maintain all structure excavations free from water during construction.
4. Contractor shall provide temporary power sources for all dewatering equipment that requires a
power source.
5. Dewater and dispose of water in such a manner that it does not cause injury to public or private
property, or to cause a nuisance or a menace to the general public.
6. The Contractor will be responsible for devising a system to achieve the required level of dewatering.
It is anticipated that this system may incorporate wells, well points, interception trenches, sumps,
etc. In addition, design and provide dewatering conveyance system to an approved disposal
location. The Contractor shall submit details of this plan as described above.
2
REVISION OF SECTION 211
DEWATERING
7. Draw and maintain static water level to at least three feet (3FT) below the bottom of the excavation
prior to excavating below the water table to maintain the undisturbed state of the foundation soils
and allow placement of bedding material and backfill to the required density.
8. Remove all groundwater, seepage, stormwater and other water that accumulates in the excavation
during construction. All structure excavations shall be kept free of water during construction or
until otherwise requested by the Contractor and approved by the Engineer.
9. Prevent softening of the bottom of excavations and the formation of "quick" conditions or "boils"
during excavation. The occurrence of such conditions will require over-excavation and subsequent
backfilling of soils meeting the requirements of CDOT Specifications at no additional cost to the
Owner.
10. Additional cost for trench bottom stabilization resulting from inadequate dewatering and non-
compliance with the performance specifications included herein, as determined by the Engineer, will
be incidental to the work.
11. Compact native soil at the bottom of the excavation prior to placing bedding in accordance with
CDOT specifications and of these specifications.
12. Maintain static water level at least three feet (3FT) below the bottom of the excavation until the
specified foundation and structure is placed in accordance with these specifications. Maintain water
levels at least three feet (3FT) below the level of backfill during backfilling operations.
13. Control surface runoff to prevent entry or collection of water in excavations.
14. Install and operate a dewatering system so that adjacent structures or property are not endangered by
the reduction in the groundwater level.
15. Monitor discharge from dewatering operations for changes in visual or odor components indicating
the presence of contaminants including, but not limited to, gasoline and pesticides and other
hazardous materials and toxins.
16. Cease dewatering operations and notify Engineer and regulatory agencies immediately upon
observation of conditions that may indicate the presence of hazardous contaminants in the
dewatering discharge or excavation.
211.03 Observation Requirements:
1. Contractor’s superintendent shall routinely observe conditions in excavations where dewatering is
being performed on a daily basis to verify performance requirements are being met and that
conditions in the excavation are in accordance with Contract Documents.
2. Notify Engineer of any observations that may jeopardize the Work or is not in accordance with
Contract Documents.
3. Prior to advancing the structure excavation below the pre-construction groundwater level, the
Contractor shall excavate a test pit or install another form of groundwater measurement. Water
levels in the test pit shall be measured and recorded and the information provided to the Engineer.
Measured water levels must show that the groundwater has been lowered to the minimum level
stated herein. If monitoring shows that the specified level of dewatering has not been achieved,
cease construction of the affected work and continue dewatering or modify dewatering activities
until the specified level of dewatering is achieved at no additional cost to the Owner.
211.04 Dewatering Discharge:
1. Comply with all State & Federal requirements
2. Water quality shall conform to subsection 107.25(b)8 of the CDOT Specification
3
REVISION OF SECTION 211
DEWATERING
3. Work required to comply with water quality and permit requirements are considered incidental and
additional payment will not be made for this Work.
211.05 Termination:
1. Allow groundwater to return to static level after excavations are backfilled as necessary to prevent
floatation of constructed improvements.
2. Prevent disturbance of the compacted backfill and prevent flotation or movement of installed
structure.
3. Remove or abandon all temporary improvements associated with the dewatering system in
accordance with these specifications and any applicable state and federal rules and regulations.
4. Provide surface restoration as required to repair/replace any surface impacted by dewatering
activities to a condition as good as or better than preconstruction conditions at no additional cost to
the Owner. Surface rehabilitation performed as a result of dewatering activities is considered
incidental and no additional payment will be made.
5. Comply with any dewatering termination requirements of any State and Federal permits.
211.06 Measurement and Payment
Payment will be made under:
Pay Item Pay Unit
Dewatering Lump Sum
REVISION OF SECTION 212
SEEDING, FERTILIZER, SOIL CONDITIONER, AND SODDING
Section 212 of the Standard Specifications is hereby revised for this project as follows:
Subsection 212.01, add the following:
This work includes protecting, removing, and or replacing existing irrigation for a complete and operating
irrigation system associated with sod removal and or replacement.
This work includes tree retention and protection where affected by, or adjacent to the work.
Subsection 212.07, replace with the following:
All landscape restoration other than the items shown in the “Estimate of Approximate Quantity” table shown
in the plans, shall be measured and paid for per section 109.04 – Compensation for Changes and Force
Account Work.
Subsection 212.08, replace with the following:
All landscape restoration other than the items shown in the “Estimate of Approximate Quantity” table shown
in the plans, shall be measured and paid for per section 109.04 – Compensation for Changes and Force
Account Work.
Payment will be made under:
Pay Item Pay Unit
Sod SF
F / A (Landscaping) FA
REVISION OF SECTION 214
PLANTING
Section 214 of the Standard Specifications is hereby revised for this project as follows:
Subsection 214.01, add the following:
This work includes removal and replacement of landscape (edging, shrubs, ground cover, and drip irrigation)
to as good or better condition than prior to the work.
Subsection 214.05, replace with the following:
All landscape restoration other than the items shown in the “Estimate of Approximate Quantity” table shown
in the plans, shall be measured and paid for per section 109.04 – Compensation for Changes and Force
Account Work.
Subsection 214.06, a replace with the following:
All landscape restoration other than the items shown in the “Estimate of Approximate Quantity” table shown
in the plans, shall be measured and paid for per section 109.04 – Compensation for Changes and Force
Account Work.
Payment will be made under:
Pay Item Pay Unit
F / A (Landscaping) FA
REVISION OF SECTION 518
WATER STOPS AND EXPANSION JOINTS
Section 518 of the Standard Specifications is hereby revised for this project as follows:
Subsection 518.12, replace this subsection with the following:
Waterstop and expansion joints shall be incidental to construction and not measured or paid for separately.
Subsection 518.13, replace this subsection with the following:
Waterstop and expansion joints shall be incidental to construction and not measured or paid for separately.
REVISION OF SECTION 603
CULVERTS AND SEWERS
Section 603 of the Standard Specifications is hereby revised for this project as follows:
In Subsection 603.12, delete the third paragraph and replace with the following:
Inlet connections to storm sewer mains shall include all excavation, backfill, labor, equipment, fittings,
collars, pipe, grout and incidentals required to make the connection complete in place and per the
plans. Inlet connections will not be measured and paid for separately but shall be included in the work.
REVISION OF SECTION 619
WATER LINES
Section 619 of the Standard Specifications is hereby removed and replaced for this project as follows:
CONTROLLED LOW STRENGTH MATERIAL
BACKFILL (FLO-FILL)
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. The CONTRACTOR shall furnish and place controlled low strength material
(CLSM) backfill where shown in the Drawings.
1.2 REFERENCES
A. ASTM C 33 - Concrete Aggregates
B. ASTM C 94 - Specification for Ready-Mixed Concrete
C. ASTM C 143 - Test Method for Slump of Hydraulic Cement Concrete
D. ASTM C 150 - Portland Cement
E. ASTM C 494 - Chemical Admixtures for Concrete
F. ASTM C 618 - Fly Ash in Portland Cement Concrete
G. ASTM D 4832 - Standard Test Method for Preparation and Testing of Soil-
Cement Slurry Test Cylinders
H. ASTM PS 28 - Provisional Standard Test Method for Flow Consistency of
Controlled Low Strength Material
I. ASTM PS 29 - Provisional Standard Test Method for Unit Weight, Yield and Air
Content (Gravimetric) of Controlled Low Strength Material
J. ASTM PS 30 - Provisional Standard Practice for Sampling Freshly Mixed
Controlled Low Strength Material
K. ASTM PS 31 - Provisional Standard Test Method for Ball Drop on Controlled Low
Strength Material to Determine Suitability for Load Application
1.3 SUBMITTALS:
A. A minimum of two days prior to starting CLSM work, CLSM mix design shall be
submitted for review and approval. No changes shall be made in the amounts or
2
REVISION OF SECTION 619
WATER LINES
sources of the approved mix ingredients without the approval of the ENGINEER. Product
inspection and field testing of the approved mix may be made by, or on- behalf of, the
OWNER.
PART 2 - PRODUCTS
2.1 MATERIALS
2.2 General: The CLSM shall consist of a mixture of sand, coarse aggregate, cement and water. Fly ash
and approved admixtures may be used to obtain the required properties of the mix. The mix shall
have good workability and flowability with self-compacting and self-leveling characteristics.
Proportions of the mix shall be as given in the following table:
CLSM Mix Proportions
Article I. Component Amount
Cement 42 lbs
Fine Aggregate 1,845 lbs
Coarse Aggregate 1,700 lbs
Water 235 lbs
B. Cement: All cement used shall be Type II Portland cement, which shall conform to the
requirements of ASTM C 150.
C. Fly Ash: Fly ash may be either Class C or Class F. The fly ash shall conform to ASTM C
618.
D. Aggregates:
1. Fine Aggregate: All fine aggregate shall conform to the grading and quality
requirements of ASTM C 33.
2. Coarse Aggregate: Coarse aggregate shall conform to the grading and quality
requirements of ASTM C 33 for size No. 57 or No. 67.
E. Water: The batch mixing water and mixer washout water shall conform to the
requirements of ASTM C 94. The Water:Cement ratio shall be 5.6:1.
F. Admixtures: Chemical admixtures that do not contain calcium chloride and conform to
ASTM C 494 for concrete may be used in the CLSM mix. All chemical admixtures
shall be compatible with the cement and all other admixtures in the batch.
G. CLSM Properties:
1. Strength: CLSM shall have a maximum 28 day compressive strength of 60 psi when
molded and cured as in conformance with ASTM D 4832.
2. Air-Entrainment: All CLSM shall be air entrained to a total air content of 4
– 8 %.
3
REVISION OF SECTION 619
WATER LINES
3. Slump: The minimum slump shall be seven inches and the maximum slump shall
be nine inches as when tested in accordance with ASTM PS 28.
4. Aggregate: Fine aggregate shall be between 50% and 60% by volume of the total
aggregates in the CLSM mix.
5. Consistency: The consistency of the CLSM slurry shall be such that the material
flows easily into all openings and the area to be filled. When trenches are on a
steep slope, a stiffer mix of slurry may be required to prevent CSLM from flowing
down the trench. When a stiffer mix is used, vibration shall be performed to ensure
that the CLSM slurry completely fills all spaces between the pipe and the lower
portion of the trench.
PART 3 - EXECUTION
3.1 PLACEMENT
A. CLSM shall be used as an alternative to backfill, as directed by the ENGINEER, but may not
be used as a substitute for bedding material.
Rodding, mechanical vibration and compaction of CLSM shall be performed to assist in
consolidating the CLSM.
CLSM shall be placed as closely behind pipe laying operations as possible.
When required to prevent uplift, the CLSM shall be placed in two stages as required,
allowing sufficient time for the initial set of the first stage before the remainder is placed.
CLSM shall be deposited as nearly as practical in its final position and in no way disturb
the pipe trench or cause foreign material to become mixed with the CLSM.
Soil backfill shall not be placed until the CLSM has reached the initial set. If backfill is
not to be placed over the CLSM within 8 hours, a 6-inch cover of moist earth shall be placed
over the CLSM surface.
If the air temperature is 50 F or less, the moist earth cover should be at least 18-inches
thick. CLSM shall not be placed when the air temperature is below 40 F unless the air
temperature is 35 F or more and the temperature is rising.
CLSM shall not be placed, if, in the judgment of the ENGINEER, weather conditions are
unsuitable.
CLSM shall not be placed when the trench bottom or walls are frozen or contain frozen
materials.
PAYMENT
Flow-Fill will not be measure or paid separately, but is incidental to 8” PVC C900 DR 18 bid item.
4
REVISION OF SECTION 619
WATER LINES
STEEL PIPE AND FITTINGS
PART 1 - GENERAL
1.1 WORK INCLUDED:
A. This section covers the furnishing and installation of steel pipe and fittings and steel casing pipe
and appurtenances.
PART 2 - MATERIALS
2.1 STEEL PIPE AND FITTINGS
A. Specifications
Pipe shall be designed, manufactured, tested, inspected and marked in accordance with the
provisions of this Specification and A.W.W.A. Standard C-200, "Steel Water Pipe 6 Inches and
Larger," except as herein modified.
B. Steel Requirements and Wall Thickness
Pipe is to be fabricated from steel sheets conforming to ASTM A-570, Grade 30, 33,36 or 40,
plates conforming to ASTM A-283 Grade C or D or ASTM A-572 Grade 42, or the pipe is to
meet the requirements of ASTM A-53 Grade B or ASTM A-139 Grade A, B or C. Minimum
yield strength of the steel is to be 36,000 psi. All pipe diameters shall be “minimum finished
interior” diameter. All steel used in pipe fabrication shall have a maximum carbon content of
.25 percent, and shall have a minimum elongation of 22 percent in a 2 inch gauge length.
The minimum steel wall thickness shall be as shown on the Contract Drawings.
C. Exterior Coating
Pipe shall be coated and wrapped on the outside with "Pre-fabricated Multilayer Cold Applied
Polyethylene Tape Coating" in accordance with A.W.W.A. Standard C-214. The total thickness
of the coating system shall be 80 mils consisting of: primer, 20 mil inner layer for corrosion
protection and two 30 mil outer layers for mechanical protection.
Prior to shipment, the pipe will be visually inspected for damage to the coating. Any areas that
appear to be damaged will be given an electrical holiday test of a minimum of 6,000
volts with a 60 cycle current audio detector giving a maximum testing voltage 120 times per
second. If the test indicates no holidays and the outer wrap is wrinkled but not torn, no repairs are
required. If the test indicates no holidays and the outer wrap(s) is torn, the damaged layer or layers
of the outer wrap shall be removed by carefully cutting with a sharp razor-type utility knife.
The area to be patched shall be washed with Xylol taking care to wash at least 4" of
undamaged tape where the hand applied tape wrap will overlap. Cold applied tape (outer wrap)
meeting the requirements of A.W.W.A. C-209 and compatible with the tape wrapping system shall
then be applied for each layer of white tape that has been removed.
5
REVISION OF SECTION 619
WATER LINES
The exterior surface of all welded and O-ring joints shall be coated with Canusa KLA heat shrink
sleeve or approved equal. All flanged and flexible coupled joints shall be coated Canusa Klox
heat shrink sleeves or approved equal.
D. Interior Lining
Pipe and fittings shall be cement mortar lined in the shop in accordance with
A.W.W.A. C-205. Minimum cement mortar lining thickness for 36" and smaller diameters
shall be 3/8". For 42" and larger diameter pipe, the lining thickness shall be 1/2". Cement
mortar lined pipe shall have an I.D. after lining not less than the specified nominal size.
E. Joint Design and Fabrication
Pipe and fittings shall be furnished with O-ring or welded joints except at buried butterfly
locations where flanged joints per A.W.W.A. C-207 shall be furnished. O- ring joints shall
consist of a flared bell end and a grooved spigot end designed to retain the "O-ring" rubber
gasket. The spigot end groove may be rolled in or bar type. Bell and spigot ends shall be sized
by forcing over a sizing die or by expanding to stretch the steel beyond its elastic limit so that the
difference in diameter between outside of spigot and inside of bell at normal engagement does
not exceed .03" measured on circumference with a diameter tape. The O-ring gasket shall
have sufficient volume to approximately fill the area of the groove and shall conform to
A.W.W.A. C-200. The joint shall be suitable for a safe working pressure equal to the class of pipe
as calculated by the formula P = 2tfs/D, where t = steel wall thickness, D = pipe diameter, and fs
= 50% of the yield strength of the steel. The joint shall operate satisfactorily with a deflection,
the tangent of which is not to exceed .75"/D where D is the outside diameter of the pipe in
inches or with a pull-out of 3/4".
Shop applied outside coating shall be continuous to the end of the pipe on the bell end and shall
be cut back on spigot end so that the coating extends at least ½" inside of the bell end at
normal engagement. Shop applied inside lining shall be continuous to the end of the pipe on the
spigot end and shall be cut back on the bell end to the point of maximum engagement or further,
as shown on the plans. Inside of the bell and outside of the spigot shall be painted with one
shop coat of primer, Polyken #927 or equal.
Mechanical couplings, where indicated on the drawing, shall be Dresser Style 38, Rockwell
Product No. 411, or approved equal. The middle ring shall be a minimum thickness of 1/4" or
greater. Couplings shall have plain gaskets, Grade 27, and shall be shop coated with Dresser
Red
"D" or primer compatible with the tape coat system. Mechanical couplings shall be
furnished complete with bonding wire and brazing cartridges.
Tied joints where indicated on the drawings shall be field welded bell and spigot joints
designed for 250 psi pressure. Flanges shall meet the requirements of
A.W.W.A. Standard C-207. "Steel Pipe Flanges for Waterworks Service - Sizes 4 Inches
through 144 Inches," and shall be Class D with 150 psi drilling. Insulated flanges shall have
bolt holes 3/16 inch greater than the bolt diameter.
6
REVISION OF SECTION 619
WATER LINES
F. Pipe Lengths
Pipe shall be furnished in nominal laying lengths not to exceed 45 feet, with special lengths as
required by plan and profile for location of elbows, tees, etc. Pipe fabricator shall prepare
a pipe laying diagram or laying schedule showing the location of each piece by Mark
Number.
G. Specials and Fittings
Fittings are to be fabricated in accordance with A.W.W.A. C-200 Section 4 including non-
destructive testing by dye penetrant of welds not previously tested in the straight pipe. Fittings
shall conform to the dimensions of A.W.W.A. C-208 or may be fabricated into standard
pipe lengths. Elbows to 22 ½ degrees shall be two piece, 23 to 45 degrees shall be three piece, 46
to 67 1/2 degrees shall be four piece and 68 to 90 degrees shall be five piece. All tees, laterals
and outlets shall be reinforced in accordance with A.S.M.E. Pressure Vessel Code, Section VIII
Paragraph G-37 or A.W.W.A. M-11 Section 19.4 and 19.5. All fittings shall be designed for
150 psi working pressure and 100 psi surge pressure.
H. Strutting
Adequate strutting shall be provided on all pipe, specials and fittings so as to limit handling
and storage damage to the pipe coating and lining. The strutting shall remain in place while
each pipe is loaded, transported, unloaded, installed and backfilled at the job site.
I. Submittals
The following submittals shall be required for review and acceptance by the engineer:
1. Standard joint detail
2. Restrained joint detail
3. Details for specials and fittings
4. Pipe laying schedule
5. Pipe barrel deflection calculations J
Warning Tape
1. Tape to read: CAUTION: BURIED WATER LINE BELOW
2. Colors: Blue background with black text
3. APWA & AASHTO compliant
4. Tape shall be 4 mil polyethylene or other non-degradable material
7
REVISION OF SECTION 619
WATER LINES
2.3 STEEL CASING PIPE AND APPURTENANCES
A. Casing Pipe
Steel casing pipe shall have a smooth wall and shall conform to A.S.T.M. Designation A-39,
Grade B structural with a minimum yield strength of 36,000 psi. Casing pipe joints shall be
beveled for field butt welding. Steel casing pipe minimum wall thickness shall be as shown on the
Contract Drawings and shall be fabricated in accordance with AWWA C-200. The outside and
inside surfaces of the steel casing shall be bare, unless otherwise required by the Contract
Documents.
B. Accessories
1. Casing Seals
Casing seals shall be high density butyl rubber with stainless steel strap, Model W as
manufactured by Pipeline Seal and Insulator Co., or equal.
2. Casing Spacers
Casing spacers shall be 12” wide, with a two piece stainless steel shell. Runners
shall be constructed of high molecular weight polymer, Model CCS as manufactured by
Cascade Waterworks Manufacturing Co., or equal.
PART 3 - EXECUTION
3.1 STEEL PIPE INSTALLATION
A. Handling and Storage
The pipe shall be handled by use of wide slings and padded cradles of canvas, nylon or other
suitable material designed and constructed to prevent damage to the pipe coating. The use of
bare metal cables, chains, hooks or other equipment which might injure the pipe coating will
not be permitted. All other pipe handling equipment and methods must be approved by the
Engineer. Stockpiled steel pipe shall be supported on sawdust and/or sand bags placed under
the uncoated ends of the pipe. Bags shall be of sufficient size to prevent contact of the pipe
coating with the ground or any obstruction. Rolling the pipe on coated surface will not be
permitted.
B. Subgrade
No blocking of pipe will be permitted. Before the pipe is laid, the subgrade shall be prepared by
backfilling with clean uniformly graded sand so as to provide a uniform and continuous bearing
and support for the pipe at every point between bell holes, except that it will be permissible to
disturb or otherwise damage the subgrade surface over a maximum length of 18-inches near
the middle of each length of pipe by the withdrawal of pipe slings or other lifting tackle.
8
REVISION OF SECTION 619
WATER LINES
C. O-Ring Joint
Immediately before joining two lengths of steel pipe, the inside of the bell end, the outside of
the spigot end and the rubber gasket shall be thoroughly cleaned to remove oil, grit and other
foreign matter. The rubber gasket shall then be stretched over the spigot end and any tension
relieved by inserting a dull instrument under the gasket and making two complete revolutions
around the joint.
A thin film of gasket lubricant shall be applied to the outer face of the spigot and gasket only.
The spigot end of the pipe shall be placed in the bell end of the preceding pipe with care to
prevent the joint from contacting the ground. The joint shall be completed by pushing the pipe
home with a slow steady pressure, without jerky or jolting movements.
Whenever it is desirable to deflect O-ring joints in order to form a long radius curve, the
deflection shall not exceed eighty percent (80%) of the pipe manufacturer's
recommendations for maximum deflection.
O-ring joints shall be electrically bonded as shown on the contract drawings.
D. Field Welded Joints
Butt strap on lap joints shall be fillet welded on the exterior with a fully circumferential watertight
fillet weld being at least equal in cross-section to the wall thickness of the steel pipe and a
“seal” weld for air testing of the joint. The weld shall be accomplished by a certified
welder having experience with joints of this type. The welder's qualifications and all welds
shall meet the requirements of AWWA C-206.
During welding the coating shall be protected by draping an 18" wide strip of heat resistant
material over the top half of the pipe on each side of the coating holdback to avoid damage to
the coating by hot weld splatter. No welding ground shall be made on the coated part of the
pipe.
E. Flexible Coupled Joint
When installing flexible steel couplings, care shall be taken that the connecting pipe ends,
couplings and gaskets are clean and free of all dirt and foreign matter with special attention
being given to the contact surfaces of the pipe, gaskets and couplings. These couplings
shall be assembled and installed in conformity with the recommendations and instructions of the
coupling manufacturer.
Wrenches used in bolting couplings shall be of a type and size recommended by the coupling
manufacturer. Coupling bolts shall be tightened so as to secure a uniform annular space
between the follower rings and the body of the pipe and all bolts tightened approximately the
same amount.
9
REVISION OF SECTION 619
WATER LINES
Diametrically opposite nuts shall be tightened progressively and evenly. Final tightening
shall be done with a torque limiting wrench set for the torque recommended by the coupling
manufacturer.
F. Flanged Joint
Before the joint is assembled, the flange faces shall be thoroughly cleaned of all foreign
material with a power wire brush. The gasket shall be centered and the connecting flanges
drawn up watertight without unnecessary stressing of the flanges. All bolts shall be
tightened in a progressive diametrically opposite sequence using torque wrenches at settings
recommended by the manufacturer (75 lb. min.). Only compressed non-asbestos sheet gaskets
with a rubber compound binder shall be used. Where steel flanges are connected to ductile iron
flanges, an insulating connection shall be provided. Bonding jumpers shall be furnished per
Paragraph 3.02-C to bypass dissimilar materials.
G. Field Joints - Lining and Coating
Upon completion of the installation of the O-ring and welded joints the interior annular
space of all field joints shall be grouted flush with cement mortar in the proportion of 2
parts sand to 1 part Portland cement for all steel pipe joints. Damaged lining shall be
removed and replaced. The steel surface shall be prepared to a near white finish prior to
replacement of the mortar.
The exterior surfaces of all O-ring and welded joints shall be coated with Canusa KLA heat
shrink sleeve or approved equal. All flanged and flexible coupled joints shall be coated with
Canusa Klox heat shrink sleeves as manufactured by Canusa pipeline coatings or approved
equal. The joint coating shall be furnished and installed in strict accordance with AWWA
C-209 and the manufacturer’s recommendations and as set forth herein and on the contract
drawings.
1. General
a. The pipeline contractor shall be responsible for the application of the heat shrink
sleeve and shall furnish all equipment and properly trained and supervised
labor and service required for installation. All equipment and tools required for
the application of the heat shrink sleeve shall be subject to approval of the
Engineer. The contractor shall follow the manufacturer’s application
specifications and work in harmony with pipeline coating’s representative to
alleviate any difficulties during the application and installation of the heat
shrink sleeve coated pipe joints.
b. The contractor shall be responsible for verifying the integrity of the heat
shrink sleeve coated field joint. Damaged sleeves shall be repaired at the
contractor’s expense. All sleeve repair material shall be supplied by the
contractor.
10
REVISION OF SECTION 619
WATER LINES
c. The contractor shall require the manufacturer to supply a service person to
assist and instruct the contractor and the coating inspector with the proper
application of the heat shrink sleeve. The application of the heat shrink
sleeve must meet with the approval of the manufacturer’s representative.
2. Material Storage
a. All coating material shall be stored, handled, and transported in such a manner
as to prevent damage to individual carton containers. Cartons, sleeves, or
individual repair rolls removed from the storage pallets shall not be dropped,
rolled, or thrown in any manner as to damage the coating material, cartons or
sleeves shall not be handled with hooks, ropes, cables, or any other mechanical
devices that will damage the coating materials.
b. All coating materials shall be stacked no higher than one (1) pallet high or
individual cartons no higher than twelve (12) high.
c. The heat shrink sleeve coating material shall be stored and/or transported
in a dry ventilated location. Storage temperature shall be a minimum of 60
degrees F and not exceed 100 degrees F.
d. Individual cartons of heat shrink sleeves shall not contact bare ground or
bare warehouse floor. Tools or equipment shall not be stacked on top of
sleeves.
e. Coating materials that have been damaged or show sings of deterioration shall
be rejected.
f. Primer shall be stored and disposed of in accordance with regulations that
govern hazardous material storage. Primer inventory shall rotate on a first in -
first out basis. Primer containers shall be marked with receiving date.
g. Sleeve waste material, primer containers, stub rolls, empty cartons, release
liners, and related waste materials shall be disposed of on a routine basis. Waste
materials SHALL NOT be discarded along the pipeline right-of-way or in the
pipeline ditch.
3. Field Joint Preparation
a. The field joint pipe surface shall be free of mud, oil, grease, or any other
foreign material that will prevent the heat shrink sleeve from bonding to the
steel pipe surface. Visible oil and grease shall be removed with suitable
solvent, i.e., heptane or toluene. The steel surface shall be dry prior to the
application of the heat shrink sleeve. KEROSENE SHALL NOT be used for
cleaning the pipe joints.
b. All bare pipe surfaces shall be power wire brush cleaned to a ST2 surface
finish. All burrs and weld slag shall be removed from the pipe surface.
11
REVISION OF SECTION 619
WATER LINES
c. The pipe surface shall be dry and free of any dust particulates prior to the
application of the heat shrink sleeve. There shall be no flash rust on the pipe
surface prior to the application of the sleeve.
d. Mill applied primary coating system should be beveled at the cutback area with a
power wire brush. Abraded coating shall be removed from the cutback area.
e. The steel pipe shall be preheated at the joint area, using a propane or butane
torch, to 140 degrees F to remove moisture and to assist the adhesive flow and
bonding of the sleeve adhesive. The pipe joint surface shall not be covered with
dew, frost, or rain moisture prior to the application of the heat shrink sleeve.
f. For cold weather application, below 40 degrees F, the heat shrink sleeve
system (wrap around sleeve and closure) shall be stored in a facility at a
minimum ambient temperature of 60 degrees F and not to exceed 100 degrees F.
The heat shrink sleeve shall be removed and transported from the storage
facility on a daily consumption basis and conveyed to the right-of-way
(ROW) in a heated and covered vehicle or sled. The heated vehicle or sled
shall be maintained at 60 degrees F to insure proper sleeve body temperature
prior to the heat shrink sleeve application. The heat shrink sleeve system
shall be stored in the heated vehicle or sled a minimum of 12 hours prior to
application and shall be removed directly from the heated vehicle or sled
immediately prior to application. The heat shrink sleeve system SHALL NOT
be applied if the coating body temperature is below 60 degrees F.
g. The exterior annular space between the inside of the flared joint bell and the
outside of the spigot shall be filled with Polyken #939 mastic or approved equal
as shown on the drawings.
4. Heat Shrink Sleeve Installation
a. All steel O-ring and welded couplings and flanged joints shall be primed in
accordance with the manufacturer’s recommendations prior to placement of the
heat shrink sleeve.
b. Primer or mastic shall be applied to the pipe steel surface with a brush or
paint roller to a wet thickness as specified by the manufacturer. The primer
shall not be diluted. Primer container shall remain covered when not in use.
c. Primer or mastic shall cover the entire exposed steel surface and overlap
onto the mill applied primary coating system. The primer shall overlap a
minimum of two inches beyond the overall width of the heat shrink sleeve
(Example; a 24 inch wide sleeve shall have a minimum of 28 inches of
primer coverage).
d. The primer shall be dry pursuant to manufacturer’s recommendation prior to the
application of the heat shrink sleeve.
12
REVISION OF SECTION 619
WATER LINES
e. The release liner shall be peeled back a distance equal to the pipe diameter
from the beveled end of the heat shrink sleeve. The sleeve shall be held
vertically and perpendicular to the joint seam. The beveled edge of the
sleeve shall be centered on the weld seam at the 11 o’clock position on the
opposite side of the pipe. The contractor shall press and smooth the heat
shrink sleeve edge onto the pipe and plant applied coating system.
f. The heat shrink sleeve shall be applied under hand tension and shall be tight
around the weld bead and cutback stepoff area. The release liner shall be used
to wrap the sleeve around the pipe. The heat shrink sleeve will follow the
release liner around the pipe. Overlap the sleeve onto itself by a minimum of
two (2) inches and compress the overlap area by hand. The applied heat shrink
sleeve shall be free of wrinkles, sags, and bagging. There shall be NO
sleeve spacing at the bottom of the joint pipe area with the sleeve.
g. SLEEVE CLOSURE: Follow the manufacturer’s recommendations.
5. Heat shrinking the shrink Sleeve
The heat shrink sleeve shall be heat applied using the open flame method. No more
than three (3) field joints shall be pre-coated with the heat shrink sleeve prior to heat
shrinking the coating system.
6. Open Flame Method
Heat the closure and heat protection tape using a propane or butane torch. Periodically
remove the heat and firmly press the closure into place using heat resistant gloves
and/or heat resistant pressure roller. The protective closure heat tape does not need to
be removed. However, if removal is required, the entire sleeve and pipe shall be
completely cooled.
After the wrapping operation, the heat shrink sleeve shall be heated with a propane or
butane torch. The propane torch size shall be 200,000 BTU/hour. Adjust the flame
size to approximately 12 inches. The desired flame should be a yellow-blue colored
cone. The minimum distance between the flame and the heat shrink sleeve is six (6)
inches. The flame should spread on the sleeve to a circle approximately six (6) inches
in diameter.
Starting at the center of the shrink sleeve, heat the circumference of the joint area using
broad circumferential strokes. Continue heating the shrink sleeve, moving from the
center to the edge with broad circumferential strokes until shrinkage is completed on
one side of the sleeve. Repeat the procedure from the center to the opposite side of
the sleeve. Adhesive flow- out should occur at both shrink sleeve ends. The propane
flame shall not be left stationary on the sleeve. For pipe diameters greater than
twenty-four
(24) inches, two propane torches can be used to heat the sleeve simultaneously from
opposite sides of the pipe. Flame heat shall not be applied to the sleeve in a
perpendicular or side to side manner to the sleeve.
13
REVISION OF SECTION 619
WATER LINES
Attention to detail should be placed on the circumferential weld, coating cutback
stepdown area, and the sleeve overlap areas to ensure conformability. This can be
facilitated by pressing the sleeve into place using hand pressure. Heat resistant gloves are
recommended.
The heat shrink sleeve shall be cooled to ambient temperature a minimum of one (1) hour
prior to handling and backfilling.
7. Heat Shrink Sleeve Repair
a. The heat shrink sleeve coated field joint shall be electrically inspected
by the Contractor for holidays.
b. Sleeve coated field joints that are damaged prior to backfilling shall be repaired
in accordance with the manufacturer’s recommendations.
8. Backfill
a. The contractor shall allow the heat shrink sleeve and pipe joint to cool
approximately one (1) hour prior to backfilling.
b. Backfill material shall contain NO large or sharp stones that could damage
the sleeve during backfilling.
c. Perforated rockshield shall be used on backfill operations requiring the
utilization of rockshield protection.
G. Care of Coating and Repair
At all times during construction and installation of the pipeline, the Contractor shall use every
precaution to prevent damage to the protective coating on the pipe. No metal tools or heavy
objects shall be permitted to come into contact unnecessarily with the finished coating.
Workmen will be permitted to walk upon the coating only when necessary, in which case they
shall wear shoes with rubber or composition soles and heels. Any damage to the pipe or the
protective coating from any cause during the installation of the pipeline and before final
acceptance by the purchaser shall be repaired as directed by the inspector and at the expense
of the laying Contractor.
When the damaged area shows a holiday when tested, the white outer layers shall be removed
and the black inner wrap exposed. The exposed area and overlaps shall then be primed with a
light coat of primer. A patch of inner wrap of sufficient size to extend 4 inches from the
holidays in all directions shall then be firmly pressed into place. The patch shall then be holiday
tested to determine that it is satisfactory. The outer layer of white tape shall then be re-trimmed
to expose the first wrap of white tape sufficiently to allow a minimum lap of two inches in all
directions. The exposed white tape shall then be washed with Xylol and primed. Two layers of
outer wrap with a minimum thickness of 35 mils and conforming to A.W.W.A. C-209 shall then
be applied.
14
REVISION OF SECTION 619
WATER LINES
Pipe shall be transported from the coating plant to the jobsite on padded bunks with nylon tie-
down straps or padded banding to adequately protect the pipe and coating.
H. Steel Pipe Installation - General
The installation of all steel pipe and fittings shall conform to A.W.W.A. Manual M-11, "Steel
Pipe - A Guide for Design and Installation."
3.3 STEEL CASING PIPE INSTALLATION
A. The casing shall be installed by boring and jacking and shall be constructed according to
the locations and grades as shown on the Contract Drawings.
B. The casing pipe shall be installed pursuant to all requirements of the governing agency of
the facility being crossed. The casing pipe shall not deviate from a straight line, at any
point along the alignment by more than 0.2 feet. The grade of the casing shall be maintained
within 0.2 feet and the casing alignment shall be maintained within 0.5 feet.
C. Carrier Pipe Installation
1. All carrier pipe joints within casing to be restrained. Join pipe in accordance with the
applicable pipe specification sections, including joint bonding if pipe line is cathodically
protected.
2. If carrier pipe is ductile iron, secure polyethylene wrap so casing spacers fit over the
wrap. Attach casing spacers no more than two feet from each end of the casing pipe and
at no greater than 10’ intervals inside the casing pipe.
3. Fill the annular space between the casing and the carrier pipe with clean, dry sand for the
entire length of the casing.
4. Seal the ends of the casing pipe with casing seals.
3.4 PIPE INSTALLATION - GENERAL
A. Underground Interference
A reasonable attempt has been made to locate and identify the underground interferences
to be encountered. However, it shall be the responsibility of the Contractor to verify the
locations shown on the Drawings. It shall also be the responsibility of the Contractor to
locate any interference not shown on the Drawings. The Contractor shall exercise care when
working in order to protect all underground interference and shall be fully responsible for any
and all damage caused by his operations.
B. Pipe Alignment and Grade
15
REVISION OF SECTION 619
WATER LINES
In laying pipe, maximum tolerance is permitted to set line within +/-0.3 foot and grade within +/-
0.1 foot. Fittings, valves and hydrants shall be installed at the specified locations and
elevations, unless written permission to deviate is obtained from the Engineer.
When laying pipe in curves, the intent is to lay to the alignment. The pipe shall be kept in
alignment by deflecting joints, using short lengths or bends.
Any changes in alignment and grade must be authorized by the Engineer and shall be
accomplished by the installation of additional fittings, or "breaking" of joints.
C. Deviation from Alignment and Grade Occasioned by Other Structures
Whenever obstructions, not shown on the plans, interfere to such an extent that an alteration in
the plans is required, the Engineer shall have the authority to determine the best method of
correction. He may change the plans and order a deviation from line and grade, or he may
instruct the Owner to arrange with the Contractor to arrange with the Owners of the structure
for its removal, relocation or reconstruction, as best fits the economic and field conditions.
D. Temporary Bulkhead
Whenever the pipe is left unattended, temporary plugs shall be installed at all openings.
Temporary plugs shall be watertight and of such design as to prevent children, animals, or
debris from entering the pipe. If water accumulates in the trench, the plugs shall remain in
place until the trench is dry.
E. Connection of Pipelines of Dissimilar Metals
Insulated couplings or insulated flange kits shall be used when joining pipes of dissimilar
metal either above or below grade.
F. Pipeline Marker or Detection Tape
Polyethylene warning tape shall be installed approximately 2 feet below the ground surface,
centered over all buried waterlines
Payment will be made under:
Pay Item Pay Unit
16” Steel Casing with 3/8” walls LF
PLASTIC PRESSURE PIPE
PART 1 - GENERAL
1.1 DESCRIPTION
This section covers the furnishing and installation of plastic pressure pipe and fittings.
16
REVISION OF SECTION 619
WATER LINES
1.2 QUALITY ASSURANCE
A. Standard:
1. AWWA C900: PVC Pressure Pipe and Fabricated Fitting, 4"- 12", For Water
Distribution
2. AWWA C905: PVC Pressure Pipe and Fabricated Fitting, 14"- 48", For Water
Transmission and Distribution
3. ASTM F477: Elastomeric Seals ( Gaskets ) for Joining Plastic Pipe
4. ASTM D1784: Specification for Rigid PVC Compounds and CPVC
Compounds
5. ASTM D3139: Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals
B. Manufacturers:
1. Diamond Plastics Corporation
2. PW Eagle
3. J-M Manufacturing Company
4. CertainTeed
5. Underground Solutions, Inc
6. Or approved equal
2 PART 2 - PRODUCTS
2.1 MATERIALS
A. PVC Pressure Pipe (4 inch through 12 inches).
1. Conformance: AWWA C-900, DR-18 Class 150.
2. O.D. Base: Cast Iron equivalent.
3. Pressure Class: Refer to drawings for minimum pressure class.
4. Pipe Joints:
a. Direct Bury: Bell ends with elastomeric gaskets. Solvent cement joints are strictly
prohibited.
b. Horizontal Directional Drilling:
i. Fusible C-900™ manufactured by Underground Solutions, Inc.
ii. Low profile restrained joint pipe such as C900/RJ system
manufactured by CertainTeed or approved equal.
B. PVC Pressure Pipe (14 inch through 48 inches).
1. Conformance: AWWA C-905.
2. O.D. Base: Cast Iron equivalent.
3. Pressure Rating: Refer to drawings for minimum pressure class.
4. Joints: Bell ends with elastomeric gaskets. Solvent cement joints are strictly prohibited.
5. Color of the pipe shall be blue to distinguish as potable water.
17
REVISION OF SECTION 619
WATER LINES
C. Mechanical Joint Restraints:
Ford Uni-Flange Block Buster Series 1300 Pipe Restraint or approved equal.
D. Seals:
For penetrations into Precast Concrete structures use two sets of Thunderline Link- Seal units
w/stainless steel hardware.
E. Tracer wire.
1. Tracer wire shall be a minimum 14 AWG direct bury, insulated solid copper wire
directly. The tracer wire shall be continuous (without splices) whenever possible. When
splices are required, a wire connector equal to 3M DBR-6 shall be used. Splices shall be
wrapped water-tight with one layer of filler tape followed by a second layer of
"Scotchwrap. "
2. Termination Box: Equal to a cathodic protection test station termination box.
F. Warning Tape
1. Tape to read: CAUTION: BURIED WATER LINE BELOW
2. Colors: Blue background with black text
3. APWA & AASHTO compliant
4. Tape shall be detectable 5 mil foil for plastic piping or other detectable non- degradable
material
G. Fittings: Ductile Iron.
1. Standard: AWWA C-104, C-110, C-111, or C-153.
2. Lining: Epoxy.
3. Coating: Epoxy.
4. Pressure rating: 250 psi.
5. Connections: mechanical joint unless specified otherwise indicated.
a. Tee-head bolts and nuts: high strength, low alloy steel "Cor Ten", "Usalloy",
or equal.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine the pipe and fittings for cracks, dents, abrasions or other flaws prior to installation.
Mark defective pipe and remove from the site.
3.2 INSTALLATION
18
REVISION OF SECTION 619
WATER LINES
A. Cutting the pipe.
1. Cut the pipe square with saws or pipe cutters designed specifically for the material.
2. Bevel the end in accordance with the manufacturer's recommendations.
3. Locate a depth mark with a marker or crayon to assure the spigot end is inserted to
the recommended depth.
4. Remove burrs and wipe off all dust from the jointing surfaces.
B. Gasketed joints.
1. Remove all dirt and foreign material from the spigot, gasket an gasket groove.
2. Apply lubricant furnished by the pipe manufacturer.
3. Insert the spigot to the depth recommended by manufacturer.
4. Do not disturb previously completed joints during jointing operations.
C. Do not bend pipe on any radius. Joints may be deflected if manufacturer's written literature
allows, but bending of pipe is not allowed.
D. Joints of all pipe in the trench shall be completed before work is stopped. If water accumulates
in the trench, the plugs shall remain in place until the trench is dry.
E. Tracer wire.
1. Tape to top centerline pipe every 5 feet with tape such that wire remains in place during
embedding of pipe.
2. As an alternative to taping, spiral wrap tracer wire around pipeline in a symmetric
pattern. Taping is not required with this method of installation.
3. Secure tracer wire to fire hydrant be wrapping twice around riser to hydrant. Terminate
end of tracer wire in a pre-fabricated cathodic protection test station. Two (2) feet
of wire shall be coiled inside each box. See Drawing Exhibit 2-8 for detail.
4. Wire may be spliced with plastic ties. Totally enclose in waterproof Permatex. Double
wrap in Protecto-Wrap.
5. Attach one pound sacrificial anodes to tracer wire every 500 feet.
6. Testing.
a. Pass current through wire and demonstrate that wire is capable of locating the
pipe.
b. If wire will not pass current, locate break in circuit and test until tracer wire
works in accordance with its intended use.
F. Warning Tape
1. Place 18” above top of pipe and centered over pipe in backfill.
2. Tape shall run continuous with pipe.
3.03 TAPPING
1. Tapping of P.V.C. up to and including two (2) inch shall be done only with approved
tapping saddles.
2. Taps larger than two (2) inches in size shall be made only with approved tapping
saddles, sleeves and shall be stainless steel only.
19
REVISION OF SECTION 619
WATER LINES
PAYMENT
Payment will be made under:
Pay Item Pay Unit
8” PVC C900 DR 18 LF
6” PVC C900 DR 18 LF
8”x4” Reducer EA
8” 45˚ Bends EA
8” 22.5˚ Bends EA
8”x6” Tee w/ thrust block EA
VALVES AND COCKS
PART 1 - GENERAL
1.1 DESCRIPTION:
This section covers the furnishing and installation of butterfly line valves, air release and vacuum
valves, gate valves and valve boxes.
1.2 SUBMITTALS
Details of all valves shall be submitted to the Engineer for review and acceptance.
PART 2 - MATERIALS
2.1 BUTTERFLY VALVES
A. General
Except as modified or supplemented herein, all butterfly valves supplied under this
specification shall be designed and manufactured in strict compliance with A.W.W.A. Standard
Specifications, Designation C504. Referenced section numbers in the following paragraphs
are those of A.W.W.A. C504.
B. Service
All valves shall be suitable for throttling service and/or frequent operation as well as service
involving long periods of inactivity. Valves shall be capable of operating satisfactorily with
flows in either direction.
C. Shutoff Pressure
The maximum static differential pressure across the valve will be 150 psi. At this rated
pressure the valve will be bubble tight for flows in either direction.
20
REVISION OF SECTION 619
WATER LINES
D. Class of Valves
All valves shall be Class 150B.
E. Valve Bodies
Valve body material shall conform to that shown in Section 3.1 of referenced
specification. Valves may be of either short or long body pattern.
F. Valve Discs
Valve discs shall conform to that shown in Section 3.4 of referenced specifications. Valve disc
shall seat at 90 degrees to the pipe axis.
G. Valve Seat
Rubber seats shall be applied to the body or the disc. The mating-seat surface, in either case,
shall be stainless steel or Monel in accordance with Section 2.2.4 and
2.2.5 respectively. Sprayed or plated mating-seat surface will not be accepted.
Rubber seats shall be of new natural or synthetic rubber and may be reinforced by the
manufacturer.
Rubber seats mounted in the groove of the valve body on valves 24-inch diameter and smaller
may be bonded to the body. Bonded seats must withstand a 75-pound pull in accordance to
the 90D stripping test procedure "Method B" of ASTM Designation D 429.
Rubber seats mounted in the valve body shall be full circle 360 degrees and shall be retained in
the valve body by mechanical means in such a manner that the seat is adjustable in the field and
replacement can be made without removing the valve from the line. All hardware used in
retaining the seat in the body shall conform to all the requirements of Section 3.5 of
referenced specifications. Valve shaft shall not penetrate the rubber seat.
H. Valve shaft
Valve shaft shall be either through or stub type and shall conform to all applicable
requirements of Section 3.3 of referenced specifications.
I. Shaft Seal
Where the valve shaft projects through the valve body for the operator connection, a shaft seal
designed for positive pressure within the valve shall be provided. The seal shall be of one of the
following types:
1. Self-compensating Vee-type packing
2. O-ring type contained in a corrosion resistant cartridge
Retention of the seals shall be designed to utilize the actuator case as a positioner of the seal.
Replacement of seals shall be done without removal of the valve shaft.
21
REVISION OF SECTION 619
WATER LINES
J. Valve Bearings
Valve bearings shall conform to all applicable requirements of Section 3.6 of referenced
specification. In addition, valves furnished with externally adjustable thrust bearing shall have
the external adjusting mechanism enclosed in a substantial watertight housing.
K. Type of Valve Ends
All valves shall be furnished with flanged joint ends for steel pipe and mechanical joint ends
for ductile iron pipe unless otherwise shown on the plans.
L. Valve Operator
Valves shall be furnished with manual operators designed and sized to develop output
torques required for Class 150B operating service (not Table 1-maximum operating torques)
and shall be sufficient to seat, unseat and rapidly hold the disc in any intermediate position for
the above conditions. The maximum velocity for operator design shall be 15 feet per
second. In addition, the operator shall be designed for submerged service and to operate
indefinitely in a full submerged condition.
Operator shall be equipped with a 2" square operating nut with shaft sealed or gasketed to
prevent contamination of the lubricants. Valve shall be opened with a clockwise rotation of the
nut.
A mechanical stop-limiting device (A.W.W.A. input shaft stop) shall be installed on the input
side of the operator to provide stop limits for both open and closed positions and be
designed to withstand an input torque of 300 foot-pounds at the operating nut.
All gearing of the manual operator will be totally enclosed and sealed for a lubricant formulated
for a temperature range of -10 degrees F to +150 degrees F. Manufacturer shall fill the gear
case with lubricant to 80% of full prior to shipment from the factory.
Primary gearing of operator shall be a self-locking worm gear of high tensile bronze and a worm
of hardened alloy steel with ground and polished threads.
Primary gearing shall be supplemented by spur gear attachment to comply with the following
conditions of operation for all sizes of valves:
1. Minimum number of turns for complete opening or closing of valve disc shall not be less
than 40.
2. Maximum input torque required to fully open or close the valve for Class 150 B
conditions shall not exceed 150 foot-pounds when applied to the operating nut.
The diameter of the output shaft or spline of the operator shall be sized equal to or greater than
the turned-down section of the valve shaft as provided in Section 3.3 of referenced specifications.
All operators shall have a valve position pointer installed. Pointer shall be removable and attached
by using cap screws.
22
REVISION OF SECTION 619
WATER LINES
M. Valve Bonnet
Valves shall be furnished with a separate cast iron or fabricated steel extension bonnet with
access openings (fitted with removable covers) to permit access to the stuffing box for
repacking. The extension bonnet shall be of sufficient length to extend the distance between
the valve centerline and operating nut an additional twenty-one inches over the distance which
could be considered standard. Minimum thickness of removable cover shall be 14 gauge
(.0747") and shall be attached to extension sleeve with a minimum of four 1/4" diameter cap
screws. Gasketing of this opening is not required.
N. Manufacture
All valves furnished shall be the latest standard product of a manufacturer regularly engaged in
the production of equipment of this nature for a period of at least five years. Acceptable
manufacturers are: American Darling, Clow, M & H, Mueller and Pratt.
O. Descriptive Data
The bidder shall submit with his bid three (3) copies of catalogs, shop drawings,
characteristic curves (Cs - Coefficient of seating or unseating torque, Ct - Coefficient of
dynamic torque, Cf - Coefficient of flow) and other literature necessary to describe the
equipment to be furnished in sufficient detail to enable determination of compliance
with specifications.
P. Proof-of-Design Test
The valve manufacturer shall test all valves according to Section 5 and shall furnish three (3)
certified copies of the reports on the leakage test Section 5.3 and the Hydrostatic test Section
5.4 if required by the engineer.
Q. Affidavit of Compliance
The manufacturer of valves supplied under this specification shall furnish an affidavit of
compliance in accordance with Section 1.5 stating that all valves furnished comply with all
applicable provisions of A.W.W.A. C504 as modified or supplemented herein, if required by the
Engineer.
R. Painting
All Surfaces of the valve shall be clean, dry and free from grease before painting. All surfaces,
exterior and interior, except the seating surfaces of flange faces shall be evenly coated with a
suitable primer to inhibit rust or black asphalt varnish in accordance with Federal
Specification TT-V51C for buried service; and two coats of Zinc Chromate in accordance with
Federal Specification Tt-P-645 for non-buried service. Flange faces shall be shop coated
with a rust preventive compound, Dearborn Chemical "No-Ox-Id", Houghton "Rust-Veto
344", or Rust-Oleu, "R-9". After above painting is completed, a lubricant compatible with the
rubber seal shall be applied to a surface of this seal and the mating metal surface to prevent
bonding of the two surfaces during shipment and storage. Following application of the seal
lubricant, the valve disk shall be placed in the fully closed position for shipment.
23
REVISION OF SECTION 619
WATER LINES
2.2 CORPORATION STOPS
A. All corporation stops shall conform to AWWA C800-66.
1. All corporation stops shall be constructed of brass.
2. Corporation stop inlet threads for tapping saddles shall be "cc" type only.
3. Corporation stop inlet threads for tapped tees shall be IP type only.
4. All corporation stop outlets shall be IP type for air release and vacuum valves and
compression type for service lines.
5. Corporation stops shall be used for all taps which are 2-inches and smaller.
6. Corporation stops shall incorporate ball valves only.
a. Plug valves will not be allowed.
2.3 GATE VALVES
A. General
All valves shall be manufactured in accordance with A.W.W.A. Standard C 500, "Gate
Valves - 3-Inch through 48-Inch - For Water and Other Liquids" with the following
additional requirements or exceptions.
B. Valve Description
Valves shall be as a resilient seat type and shall be manufactured in accordance with AWWA-
C509-87 with non-rising stem.
1. All gate valves shall have an epoxy coated interior.
C. Installation
Gate valves shall be installed vertically in buried horizontal water lines without gearing,
by-passes, rollers or tracks.
D. Service
All valves shall be suitable for frequent operation as well as service involving long periods of
inactivity. The operating pressure for all sizes shall be 200 psi.
E. Valve Stems
Valve stems shall be threaded so that valves shall open by turning to the right (clockwise).
Each valve shall be furnished with a 2-inch square wrench nut. The wrench nut shall comply
with Section 19 of referenced specifications with an arrow showing direction of opening and
the word "OPEN" cast on the nut. Diameter of stem and number of turns to open valve shall
conform to Table No. 3 of referenced specifications. Stem seal shall consist of two O-Rings,
designed to allow replacement of the seal above the thrust collar with the valve under pressure
in the full-open position.
24
REVISION OF SECTION 619
WATER LINES
F. Bolting Material
Bolts and hex nuts used on bonnet of the valve shall be the manufacturer's standard, either
fabricated from a low-alloy steel for corrosion resistance or electro plated with zinc or cadmium
The hot-dip process in accordance with A.S.T.M. Standard Designation A-153 is not acceptable
for the threaded portions of the bolts and nuts.
G. Gasket Material
The flat gaskets, either ring type or full faced type, required at the bonnet connections shall
be fabricated from compressed non-asbestos sheet with a rubber compound binder. Use of a
homogeneous rubber or vegetable fiber sheet for fabrication of gaskets is not acceptable.
H. Types of End Connections
1. Mechanical Joint:
All components of this joint shall conform to the A.N.S.I. A 21.11 (A.W.W.A. Standard
C 11, "Rubber-Gasket Joints for Cast-Iron and Ductile-Iron Pressure Pipe and
Fittings.") The tee-head bolts and hexagon nuts shall be fabricated from a high-strength,
low alloy steel known in the industry as "Cor- Ten", "Usalloy" or equal.
Accessories for the mechanical joint consisting of the gasket, gland and fasteners
shall be furnished and packaged separately from the valves. Each package shall be
labeled in such a manner as to provide for proper identification and the number
of units per package or bundle.
2. Flange Joint:
Where insulated joints are required valves may be furnished with flange ends drilled to
accept the insulated sleeves or with flange adapters.
I. Testing
Each valve after shop assembly shall be given the operation and hydrostatic test in accordance
with the reference specifications.
J. Painting
All surfaces of the valve shall be clean, dry and free from grease before painting. All ferrous
surfaces, exterior and interior, except the seating surfaces of flange faces shall be evenly
coated with a suitable primer to inhibit rust or black asphalt varnish in accordance with Federal
Specification TT-51e. Flange faces shall be shop coated with a rust preventive compound,
Dearborn Chemical "No-Ox-Id", Houghton "Rust- Veto 344", or Rust-Oleum "R-9".
2.4 COMBINATION AIR RELEASE VALVES
A. Combination air release valves shall be designed to exhaust large volumes or air when the
system is filled with water and to allow large volumes of air to enter the pipeline when the
system is drained. The air and vacuum relief portion of the valve shall have a discharge orifice
area which is equal to or greater than the valve inlet. The valve shall also be capable of venting
small quantities of entrained air which typically accumulate at high points in the pipeline
during system operation. Entrained air shall be vented under pressure by means of a small,
25
REVISION OF SECTION 619
WATER LINES
independently controlled orifice. The combination air release valve shall be designed for
a minimum working pressure of 150 psi.
B. The combination air release valve body, cover and baffle shall be cast iron conforming
to ASTM A48 or ASTM A126. The valve float shall be stainless steel conforming to ASTM
A240. The float retainer, outlet orifice plug, float cushion retainer, restraining screws and
internal lock nuts and washers shall be stainless steel conforming to ASTM A276. The float
cushion and outlet orifice seat shall be synthetic Buna-N rubber manufactured in compliance
with ASTM SB800.
C. Acceptable Manufacturers
The combination air relief valves shall be series 200C as manufactured by Val-Matic
Valve and Mfg. Corporation, or APCO Series 140C as manufactured by the Valve and Primer
Corporation.
2.5 VALVE BOXES
A. General
The manufacturer of valve box components shall be experienced in their design and construction,
shall be regularly engaged in their manufacture and shall have produced valve boxes
which have given successful service for a period of at least five (5) years.
B. Material
Valve box parts shall be made of gray cast iron in compliance with the requirements of ASTM
A48 or ASTM A 126.
C. Approved Patterns
1. Valve boxes shall be Tyler 5 1/4 inch shaft, screw-type with the word
"WATER" cast into the lid.
2. Valve box bases for gate valves shall be Tyler 6860 series, #6 base.
3. Valve boxes for all main line valves shall be Tyler 6860 series.
PART 3 - EXECUTION
3.1 All valves shall be handled in such a manner as to prevent any injury or damage. All joints shall be
thoroughly cleaned before installation.
Valves shall be located as shown on the contract drawings. Any deviations from this shall be at the
discretion of the Engineer.
Valves shall be set and joined to pipe in the manner previously specified for cleaning, laying and joining
the appropriate joints as provided with the valves. Valves shall be set in such a manner that the valve
stems are plumb.
26
REVISION OF SECTION 619
WATER LINES
3.2 VALVE BOXES
A valve box shall be provided for every valve of size 12" and smaller or as shown on the Contract
Drawings. The valve box shall not transmit shock or stress to the valve and shall be centered and
plumb over the wrench nut of the valve, with the box cover set to the elevation determined by the
Engineer.
PAYMENT
Payment will be made under:
Pay Item Pay Unit
8” Gate Valve EA
6” Gate Valve EA
HARNESS RODS AND THRUST BLOCKS
PART 1 - GENERAL
1.1 WORK INCLUDED
Furnish and install all harness rods and thrust blocks as shown on the Contract Drawings.
PART 2 - MATERIALS
2.1 HARNESS RODS
Rods shall be made from a chromium molybdenum alloy having a minimum tensile strength of 125,000
psi and be manufactured in compliance with the requirements of ASTM A 193 Grade B7, "Standard
Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature Service".
Nuts shall be manufactured as required by ASTM A 307 "Standard Specification for Carbon
Steel Externally and Internally Threaded Standard Fasteners".
2.2 THRUST BLOCK CONCRETE
As per Section 601 – Structural Concrete.
PART 3 - EXECUTION
3.1 HARNESS RODS
A. General
Harness rods may be used as approved by the Engineer at bends and fittings where alternate
mechanical restraint cannot be used due to existing field conditions or where harness rods
are
27
REVISION OF SECTION 619
WATER LINES
specifically required by the Contract Drawings. Rods shall be manufactured from high
strength low alloy steel, 'Cor-Ten' or approved equal.
Horizontal and vertical offsets and reducers shall be rodded across the joint on each side of the
fitting. All other fittings shall be rodded in accordance with the Contract Drawings.
Where harness rods are required inside of vaults or other structures, they shall be connected to
flanged fittings by means of steel plate flange lugs as shown in the standard details of the
Contract Drawings.
B. Installation
All fittings up to 16 inches in diameter which require harness rods shall be restrained with 3/4 inch
diameter high strength steel rods. All 18 and 20 inch fittings requiring harness rods shall be
restrained with 1 inch diameter high strength steel rods.
All fittings which require rodding shall be secured with 2 harness rods.
3.2 THRUST BLOCKS
A. General
Thrust blocks shall be constructed at all horizontal bends. A bond breaker shall be placed
between the pipe and the thrust block to aid in ease of future removal. For the same reason if
a large thrust block is to be poured, it shall be separated by a suitable material into sections.
The Contract Drawings show sizes and shapes of thrust blocks. The bearing surface areas are
the minimum areas to bear against the undisturbed trench wall. If, in the opinion of the Engineer,
the soil bearing capacity is not sufficient to provide adequate restraint based on the minimum
bearing areas shown on the Contract Drawings, then the minimum bearing area shall be
increased to the size that will ensure adequate restraint. In every instance the thrust block shall
bear against undisturbed earth. When it is impossible, through over excavation or other causes,
to pour a thrust block against undisturbed earth, harness rods shall be required to anchor the
fittings to the main. Before placing concrete, all equipment for mixing and transporting the
concrete shall be clean. All debris, water or ice shall be removed from the place to be
occupied by the concrete. Concrete shall not be placed in frozen subgrade. Concrete shall be
placed only in the presence of the Engineer unless inspection has been waived prior to the
placement.
B. Form Work for Thrust Blocks
All forming for concrete thrust blocks and anchors will be done by bulkheading around the
shape of the thrust block or anchor with burlap or reinforced paper sacks which have been filled
with sand or earth. Sacks shall be of a size easily handled by the workmen when the sacks are full.
Filled sacks used to form concrete blocks shall be left in place in the trench.
If the main must be placed immediately into service, wood may be used to form up the thrust
block. The wood form shall be of such design as to support the thrust until the concrete has set.
28
REVISION OF SECTION 619
WATER LINES
No horizontal struts or braces required for trench shoring shall remain in the concrete thrust blocks.
Prior to placing concrete, the forms and ditchbank shall be inspected and approved by the
Engineer.
C. Minimum Curing Time
Newly placed concrete shall be allowed to set, undisturbed for a minimum curing time of 24
hours prior to pressurizing the pipeline.
D. Compaction of Fill Over the Thrust Block
Backfill may be placed over the thrust block once the surface has set sufficiently to resist the
weight of the backfill.
PAYMENT
Thrust blocks are incidental to 8” x 6” Tee bid item.
FLEXIBLE COUPLINGS AND FLANGE ADAPTORS
PART 1 - GENERAL
1.1 WORK INCLUDED
Furnish and install all flexible couplings, flange adaptors, and insulating couplings as shown in the
Drawings. The coupling and adaptor materials shall be the same strength rating as the pipe to be
joined.
PART 2 - MATERIALS
2.1 General
A. Flexible Couplings and Flange Adaptors
Flexible couplings and flanged adapters shall be designed to relieve mechanical stress in
pipelines due to thermal expansion and contraction, differential settlement or misalignment and
mechanical vibration. Flexible couplings shall consist of a sleeve which shall fit over the ends
of the two pipe sections to be joined. The sleeve shall be 1/4" minimum thickness and 10"
minimum length. The coupling shal form a water tight seal by compressing resilient wedge-
shaped gaskets between the ends of the sleeve and the pipe sections. The gaskets shall be
compressed by 2 retainer rings bolted to one another on the outside of the coupling sleeve.
Flange adapters shall be equivalent to flexible
29
REVISION OF SECTION 619
WATER LINES
couplings except that one retainer ring and gasket shall be replaced with a flanged connection on
the coupling sleeve.
B. Insulating Couplings
Insulated couplings shall be used when joining pipes of dissimilar materials.
2.2 Acceptable Manufacturers
A. Flexible Couplings - Dresser Style 38, Rockwell Product No. 411 or equal.
B. Flange Adaptors (DI Pipe) - Rockwell Product No. 912, Dresser Style 127 or equal.
C. Flange Adaptors (Steel Pipe) - Rockwell Product No. 913, Dresser Style 128 or equal.
D. Transition Couplings - Dresser Style 162, Rockwell Product No. 413 or equal.
E. Insulating Couplings - Dresser Style 39 or equal.
2.3 Sleeve and Flange Adaptor Bodies
Sleeves and flange adaptor bodies shall be fabricated from cast iron, malleable iron, or carbon steel in
conformance with one of the following Standards: ASTM A126, Grade B; ASTM A47; ASTM A53;
ASTM A512.
Interior lining of all sleeve and flange adaptor bodies shall be liquid epoxy coated (Tnemec Pota-Pox or
approved equal, 16.0 dry film mils) in accordance with AWWA C210 or fusion- bonded epoxy coated in
accordance with AWWA C213.
Exterior coating shall be shop applied and consist of 3 to 5 mils undercoat and 4 to 6 mils finish coat.
Paint shall be Tnemec Hi-Build Epoxoline or approved equal.
2.4 Retainer Rings
Retainer rings shall be malleable iron, ductile iron, or high carbon steel conforming to one of the following
Standards: ASTM A47; ASTM A536; ASTM A715; AISI C1018.
2.5 Bolts
Bolts shall be 304 stainless steel roll threaded with plastic thread protection caps and 304 stainless steel
nuts.
2.6 Gaskets
Gaskets shall be synthetic rubber.
30
REVISION OF SECTION 619
WATER LINES
PART 3 - EXECUTION
3.1 GENERAL
A. Install all flexible couplings, flange adaptors and insulating couplings in accordance with the
Manufacturers' recommendations.
B. Prior to installation, thoroughly remove all oil, scale, and dirt from the coupling or adaptor
and provide a clean seat for the gasket.
C. Wipe gasket clean prior to installation.
D. Tighten bolts progressively around the retainer ring until all bolts have a uniform tightness.
Final tightening shall be performed with a torque-limiting wrench to the torque level
recommended by the Manufacturer.
E. Install restraint rods, and rods with insulating kits where required with insulating couplings,
to provide restraint against pipe thrust.
PAYMENT
Payment will be made under:
Pay Item Pay Unit
6” Solid Sleeve EA
DISINFECTION OF WATER SYSTEMS
PART 1 - GENERAL
1.1 DESCRIPTION
This section covers disinfection of potable water systems. The Contractor is responsible for
disinfection.
1.2 SUBMITTALS
Certification: Label on container shall have proper precautionary information that material is a strong
oxidizing agent and that contact with heat, acids, organics or combustible materials could cause fire.
1.3 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Storage shall be in a cold, dark, dry and secure area. Extreme care shall be exercised in
handling hypochlorites.
B. Standard: Forward to both AWWA B-300 and AWWA C-651.
31
REVISION OF SECTION 619
WATER LINES
PART 2 - MATERAILS
2.1 MATERIALS
A. Hypochlorites: References AWWA B-300.
PART 3 - EXECUTION
3.1 GENERAL
A. Contractor shall properly disinfect all new waterlines and system components prior to
placing them in service, in accordance with AWWA C-651.
B. At least forty eight (48) hours in advance of each component of the disinfection process,
initial flushing, disinfection, final flushing / dechlorination and bacterio- logical testing,
Contractor shall provide to the OWNER a written plan and corresponding diagrams
describing where, when and the sequencing of each of the components will occur.
C. Contractor shall take appropriate measures during the construction of the work so as to
prevent contamination of all pipelines and system components at all times. If in the
opinion of the OWNER and/or Engineer, contamination has occurred all systems shall be
flushed before disinfecting.
D. If in the opinion of the OWNER or Engineer, dirt or debris has entered the system that will not
be removed by the flushing operation the interior of the pipe shall be cleaned by mechanical
means and then shall be swabbed with a 1 percent hypochlorite disinfection solution.
Cleaning with the use of a pig, swab, or "go-devil" should be undertaken only when such
operation will not force mud or debris into pipe joint spaces.
E. Care should be taken to prevent the disinfectant solution from flowing back into existing
pipelines in service. The OWNER shall operate existing valves and shall limit velocities to 2
fps.
F. If it is not possible to keep the pipe and fittings dry during installation, every effort shall be
made to assure that any of the water that may enter the pipe contains an available chlorine
concentration of approximately 25 mg/l. This may be accomplished by adding calcium
hypochlorite granules to each length of pipe before it is lowered into a wet trench.
G. If the main is flooded during construction, it shall be cleared of the flood water by draining
and flushing with potable water until clean. The section exposed to the flood water shall then
be filled with chlorinated potable water which at the end of a 24-hour holding period will have
a free chlorine residual of not less than 25mg/l. The chlorinated water may then be drained
or flushed from the main. After construction is completed, the main shall be disinfected
using the continuous feed or slug method.
H. If permanent air vents are not available, the Contractor shall install corporation stops at
high points in the waterline, in order to evacuate air. After the water main is filled, all
corporation
32
REVISION OF SECTION 619
WATER LINES
I. stops which were installed to facilitate evacuation of air from the water main shall be removed
and plugged with a brass plug.
3.2 PRELIMINARY FLUSHING
A. Flush pipelines in order to remove foreign material prior to chlorination.
B. Disposing of chlorinated water during flushing activities.
1. A reducing agent shall be applied to the water to be disposed to thoroughly
neutralize the chlorine residual remaining in the water. Where necessary, federal,
state, and local regulatory agencies should be contacted to determine special
provisions for the disposal of chlorinated water.
2. Chlorine residual of water being disposed shall be reduced to a concentration of
less than 0.1 mg/l.
3. The treated water to be disposed shall have a pH of between 6.5 and 9 Standard
Units (S.U.).
4. Chlorine residual of water being disposed shall be neutralized by treating with one of
the chemicals specified in Paragraph 3.04.B.4.
3.3 METHODS
A. In general, apply chlorine using the continuous feed method.
1. The tablet method may NOT be used without the prior written permission of the
OWNER.
B. Continuous Feed Method
1. The continuous feed method consists of injecting a chlorine solution in the main after
construction and filling the main with potable water chlorinated so that after a 24-
hour holding period in the main there will be a free chlorine residual of not less
than 10 mg/l.
2. Prior to being chlorinated, the main shall be filled to eliminate air pockets and, if
practical, shall be flushed to remove particulates.
3. Chlorinating the main
a. Water from the existing distribution system or other approved source of
supply shall be made to flow at a constant, measured rate into the newly
laid water main.
b. At a point prior to the potable water connection to the new main, water
entering the new main shall receive a dose of chlorine fed at a constant rate
such that the water will have not less than 25 mg/l free chlorine. To assure
that the proper concentration is provided, the injected chlorine solution shall
be metered and tested in accordance with the procedures described in the
current edition of Standard Methods or AWWA M-12, Simplified Procedures
for water examination, or using appropriate chlorine test kits.
33
REVISION OF SECTION 619
WATER LINES
4. During the application of chlorine, valves shall be positioned so that the strong
chlorine solution in the main being treated will not flow into water mains in active
service. Chlorine application shall not cease until the entire main is filled with
heavily chlorinated water. The chlorinated water shall be retained in the main for at
least 24 hours, during which time all new valves and hydrants in the section treated
shall be operated in order to disinfect the appurtenances. At the end of this 24-hour
period, the treated water in all portions of the main shall have a residual of not less
than 10 mg/l free chlorine.
5. The preferred equipment for applying liquid chlorine is a solution feed, vacuum
operated chlorinator to mix the chlorine gas in solution water, in combination with a
booster pump for injecting the chlorine gas solution water into the main to be
disinfected. It is recommended that direct feed chlorinators not be used. (A direct
feed chlorinator is one which operates solely from the pressure in the chlorine
cylinder.) Hypochlorite solutions may be applied to the water main with a gasoline
or electrically powered chemical feed pump designed for feeding chlorine solutions.
Feed lines shall be of such material and strength as to withstand safely the corrosion
caused by the concentrated chlorine solutions and the maximum pressure that may be
created by the pumps. All connections shall be checked for tightness before the
solution is applied to the main.
3.4 FINAL FLUSHING
A. Clearing the Main of Heavily Chlorinated Water
After the applicable retention period, the heavily chlorinated water shall beflushed from the
main until chlorine measurements show that the concentration in the water leaving the
main is no higher than that generally prevailing in the system, less than one (1) mg/l.
B. Disposing of Heavily Chlorinated Water
1. A reducing agent shall be applied to the water to be disposed to thoroughly
neutralize the chlorine residual remaining in the water. Where necessary, federal,
state, and local regulatory agencies should be contacted to determine special
provisions for the disposal of heavily chlorinated water.
2. Chlorine residual of water being disposed shall be reduced to a concentration of
less than 0.1 mg/l.
3. The treated water to be disposed shall have a pH of between 6.5 and 9 (S.U.).
4. Chlorine residual of water being disposed shall be neutralized by treating with one
of the following chemicals.
34
REVISION OF SECTION 619
WATER LINES
Pounds of chemicals required to neutralize various residual chlorine concentrations per 100,000
gallons of water
RESIDUAL CHLORINE
CONCENTRATION
mg/l
SULFUR
DIOXID
E SO2
SODIUM
BISULFATE
NaHSO3
SODIUM
SULFITE
Na2S03
SODIUM
THIOSULFATE
Na2S203
5H20
1
0.8
1.2
1.4
1.2
2
1.7
2.5
2.9
2.4
10
8.3
12.5
14.6
12.0
50
41.7
62.6
73.0
60.0
3.5 BACTERIALOGICAL TESTS
A. The Utility's Water Quality Lab shall collect samples from the pipeline after final flushing,
and prior to pressure testing and placing waterlines in service, to test for bacterialogical
quality to show the absence of coliform organisms.
Prior to collecting samples the Water Quality Lab shall be given a minimum of 24 hours
advance notice.
B. The number and frequency of samples shall be determined by the Utility's Water Quality Lab
based on AWWA C-651.
3.6 REPETITION OF PROCEDURES
A. If the initial chlorine concentration at any testing location is less than 25 milligrams per
liter the entire segment of waterline being chlorinated will be rechlorinated using the
continuous feed method.
B. If, after the 24-hour retention period, the residual chlorine concentration at any testing
location is less than 10 milligrams per liter the entire segment of waterline being chlorinated
shall be rechlorinated by the continuous feed method.
C. If the initial disinfection, or subsequent disinfections, fail to produce satisfactory
bacterialogical samples, the main shall be reflushed and resampled. If the samples are still
not satisfactory, the main shall be rechlorinated by the continuous feed or the slug method
of chlorination until satisfactory results are obtained.
35
REVISION OF SECTION 619
WATER LINES
DOMESTIC WATER SYSTEM HYDROSTATIC TESTING
PART 1 - GENERAL
1.01 DESCRIPTION
This section covers hydrostatic testing of a domestic water system. The Contractor is responsible for
hydrostatic testing.
PART 2 - PRODUCTS
Not Applicable
PART 3 - EXECUTION
3.1 GENERAL
A. After the pipeline has been disinfected and all chlorinated water has been purged,
dechlorinated, and all bacteriological testing completed and accepted, all pipe shall be field
pressure tested to 150 psi unless otherwise noted.
B. At least forty eight (48) hours in advance of testing, Contractor will provide to the Owner a
written plan and corresponding diagrams for pressure testing the water line, including where the
test will occur, when it will occur and the sequence of segments to be tested.
C. The Engineer shall be notified 24 hours in advance of testing. All testing shall be made in the
presence of the Engineer.
D. The Contractor will furnish the calibrated meter and the pump for testing. The pipeline
shall be in a state of readiness for testing; all bulkheads, pumps, taps and appurtenances
necessary to fill the pipeline and maintain the required pressure shall be in place. The pipeline
shall be filled with potable water and the test pressure of 150 psi applied to the pipeline by
means of a pump, equipped with a suitable pressure regulator. When filling the pipeline, it
shall be filled at a rate which will not cause any surge nor exceed the rate at which the air can be
released.
E. All air in the line shall be properly purged. Where blow-offs or hydrants are not available or
effective in purging air from the line, the Engineer shall require a tap to purge the line. The
location and size of tap shall be at the Engineer's discretion.
F. Testing through fire hydrants is not permitted.
G. The Owner is not responsible for water tightness of it’s valves on existing facilities. If existing
valves leak, the Owner will assist in reducing the influx of water, but the Contractor must use
methods at his own disposal to work with the resulting leakage, including temporary plugging
and blocking of the new water line for hydrostatic testing.
36
REVISION OF SECTION 619
WATER LINES
3.2 LEAKAGE
A. While the test pressure is maintained, an examination shall be made of the pipeline in general,
and any leaks shall be repaired. Any pipe or fitting found to be cracked shall be removed and
replaced. Cutting and replacing of pavement, excavating and backfilling are a necessary part
of locating and repairing leaks discovered by pressure testing of pipe.
B. After all visible leaks have been stopped the full test pressure shall be maintained for a minimum
of 2 hours. The amount of leakage for each test section of the pipeline shall be determined by
the following formula for all types of pipe.
L = SD (P)1/2 where: L = maximum allowable leakage in gallons per hour 133,200
S = pipeline length to be tested in feet
D = nominal pipeline diameter in inches
P = average test pressure during the leakage test in psi
C. Leakage shall be defined as the quantity of water that must be supplied into the pipeline test
section to maintain pressure within 5 psi of 150 psi after the air in the pipeline has been
expelled and the pipe has been filled with water. Leakage shall not be measured by a drop in
pressure in a test section over a period of time.
D. If pressure test fails, contractor shall repair defects and retest until leakage is less than
minimum allowed.
E. All visible leaks shall be repaired regardless of maximum allowable leakage.
CONNECTIONS TO THE OWNER'S WATER SYSTEM
PART 1 - GENERAL
1.1 WORK INCLUDED
The work to be performed includes the connection of new pipelines to an existing water pipeline
which is part of the Owner’s water system
PART 2 – NOT USED
PART 3 - EXECUTION
3.1 CONNECTIONS
Connections to the Owner's water system shall be completed in a neat and workmanlike manner. An
Inspector shall be present at all times during the construction of the connection. The connection is
subject to approval by the Inspector and the Engineer. Under no circumstances shall a non-
disinfected main, which cannot be isolated, be connected to an existing disinfected main.
37
REVISION OF SECTION 619
WATER LINES
The Owner is not responsible for water tightness of its valves on existing facilities. If existing valves leak,
the Owner will assist in reducing the influx of water, but the Contractor must use methods at his own
disposal to work with the resulting leakage.
3.2 OPERATION OF VALVES
In connecting to the Owner's water system, it may be necessary to operate existing valves.
Valves on the Owner's system that must be operated to make a connection shall be operated by
the Owner's assigned representative only. The Engineer shall be given 48 hour notice by the
Contractor for operation of valves and shall be present during their operation, except in the case of
emergencies.
STANDARD SPECIAL PROVISIONS
July 31, 2014
REVISION OF SECTION 105
CONSTRUCTION SURVEYING
Section 105 of the Standard Specifications is hereby revised for this project as follows:
In subsection 105.13, delete (a) and replace with the following:
(a) Contractor Surveying. When the bid schedule contains pay item 625, Construction Surveying, the
Department will provide control points and bench marks as described in the Contract. The Contractor shall
furnish and set construction stakes establishing lines and grades in accordance with the provisions of Section
625. The Engineer may order extra surveying which will be paid for at a negotiated rate not to exceed $150
per hour.
In subsection 105.13 (b), delete the sixth paragraph and replace with the following:
The Contractor shall be held responsible for the preservation of all stakes and marks, and if any are destroyed,
disturbed or removed by the Contractor, subcontractors, or suppliers, the cost of replacing them will be charged
against the Contractor and will be deducted from the payment for the work at a negotiated rate not to exceed $150
per hour.
February 3, 2011
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
Sections 105 and 106 of the Standard Specifications are hereby revised for this project as follows:
Delete subsection 105.05 and replace with the following:
105.05 Conformity to the Contract of Hot Mix Asphalt. Conformity to the Contract of all Hot Mix Asphalt,
Item 403, except Hot Mix Asphalt (Patching) and temporary pavement will be determined by tests and
evaluations of elements that include asphalt content, gradation, in-place density and joint density in accordance
with the following:
All work performed and all materials furnished shall conform to the lines, grades, cross sections, dimensions, and
material requirements, including tolerances, shown in the Contract.
For those items of work where working tolerances are not specified, the Contractor shall perform the work in a
manner consistent with reasonable and customary manufacturing and construction practices.
When the Engineer finds the materials or work furnished, work performed, or the finished product are not in
conformity with the Contract and has resulted in an inferior or unsatisfactory product, the work or material shall
be removed and replaced or otherwise corrected at the expense of the Contractor.
Materials will be sampled randomly and tested by the Department in accordance with Section 106 and with the
applicable procedures contained in the Department's Field Materials Manual. The approximate maximum
quantity represented by each sample will be as set forth in Section 106. Additional samples may be selected and
tested as set forth in Section 106 at the Engineer's discretion.
A process will consist of either a single test value or a series of test values resulting from related tests of an
element of the Contractor’s work and materials. An element is a material or workmanship property that can be
tested and evaluated for quality level by the Department approved sampling, testing, and analytical procedures.
All materials produced will be assigned to a process. A change in process is defined as a change that affects the
element involved. For any element, with the exception of the process for joint density element, a process
normally will include all produced materials associated with that element prior to a change in the job mix formula
(Form 43). For joint density, a new process will be established for each new layer of pavement or for changes in
joint construction. Density measurements taken within each compaction test section will be a separate process.
The Engineer may separate a process in order to accommodate small quantities or unusual variations.
Evaluation of materials for pay factors (PF) will be done using only the Department’s acceptance test results.
Each process will have a PF computed in accordance with the requirements of this Section. Test results
determined to have sampling or testing errors will not be used.
Except for in-place density measurements taken within a compaction test section, any test result for an
element greater than the distance 2 x V (see Table 105-2) outside the tolerance limits will be designated as a
separate process and the pay factor will be calculated in accordance with subsection 105.05(a). An element
pay factor less than zero shall be zero. The calculated PF will be used to determine the
Incentive/Disincentive Payment (I/DP) for the process.
In the case of in-place density or joint density the Contractor will be allowed to core the exact location (or
immediately adjacent location for joint density) of a test result more than 2 x V outside the tolerance limit.
The core must be taken and furnished to the Engineer within eight hours after notification by the Engineer
of the test result. The result of this core will be used in lieu of the previous test result. Cores not taken
February 3, 2011
2
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
within eight hours after notification by the Engineer will not be used in lieu of the test result. All costs
associated with coring will be at the Contractor s expense.
(a) Representing Small Quantities. When it is necessary to represent a process by only one or two test results, PF
will be the average of PFs resulting from the following:
If the test result is within the tolerance limits then PF = 1.00
If the test result is above the maximum specified limit, then
PF = 1.00 – [0.25(TO - T
U)/V]
If the test result is below the minimum specified limit, then
PF = 1.00 – [0.25(TL - T
O)/V]
Where: PF = pay factor.
V = V factor from Table 105-2.
TO = the individual test result.
TU = upper specification limit.
TL = lower specification limit.
The calculated PF will be used to determine the I/DP for the process.
(b) Determining Quality Level. Each process with three or more test results will be evaluated for a quality level
(QL) in accordance with Colorado Procedure 71.
(c) Gradation Element. Each specified sieve, with the exception of 100 percent passing sieves, will be evaluated
for QL separately. The lowest calculated QL for a sieve will be designated as the QL for gradation element
for the process.
(d) Joint Density Element. Joint Density will be tested according to subsection 401.17.
(e) Process Pay Factor. Using the calculated QL for the process, compute PF as follows: The final number of
random samples (Pn) in each process will determine the final pay factor. . As test values are accumulated for
each process, Pn will change accordingly. When the process has been completed, the number of random
samples it contains will determine the computation of PF, based on Table 105-3 and formula (1) below.
When Pn is from 3 to 9, or greater than 200, PF will be computed using the formulas designated in Table 105-
3. Where Pn is equal to or greater than 10 and less than 201, PF will be computed by formula (1):
(PF1 + PF
2) (PF2
+ PF3) (PF
1 + PF2
) (Pn2 – Pn
X)
(1) PF = ------------------ + [ ------------------ - --------------------] x ------------------
2 2 2 (Pn2 – Pn
3)
February 3, 2011
3
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
Where, when referring to Table 105-3:
PF1= PF determined at the next lowest Pn formula using process QL
PF2= PF determined using the Pn formula shown for the process QL
PF3= PF determined at the next highest Pn formula using process QL
Pn2= the lowest Pn in the spread of values listed for the process Pn formula
Pn3= the lowest Pn in the spread of values listed for the next highest Pn formula
PnX= the actual number of test values in the process
When evaluating the item of Furnish Hot mix asphalt, the PF for the element of In-Place Density shall be 1.0.
Regardless of QL, the maximum PF in relation to Pn is limited in accordance with Table 105-3.
As test results become available, they will be used to calculate accumulated QL and PF numbers for each
process. The process I/DP’s will then be calculated and accumulated for each element and for the item. The
test results and the accumulated calculations will be made available to the Contractor upon request.
Numbers from the calculations will be carried to significant figures and rounded according to AASHTO
Standard Recommended Practice R-11, Rounding Method.
(f) Evaluation of Work. When the PF of a process is 0.75 or greater, the finished quantity of work represented by
the process will be accepted at the appropriate pay factor. If the PF is less than 0.75, the Engineer may:
1. Require complete removal and replacement with specification material at the Contractor’s expense;
or
2. Where the finished product is found to be capable of performing the intended purpose and the value of the
finished product is not affected, permit the Contractor to leave the material in place.
If the material is permitted to remain in place the PF for the process will not be greater than 0.75. When
condition red, as described in Section 106, exists for any element, resolution and correction will be in
accordance with Section 106. Material, which the Engineer determines is defective, may be isolated and
rejected without regard to sampling sequence or location within a process.
If removal and replacement is required because the joint density PF for a process is below 0.75, the
Contractor shall remove and replace the full lane width adjacent to and including at least 6 inches beyond the
visible joint line for the entire length of joint representing the process. If the lane removed is adjacent to
another joint, that joint shall also be removed to a point 6 inches beyond the visible joint line. When a single
joint density core is more than 2V outside the tolerance limits, the removal and replacement limits shall be
identified by coring the failing joint at 25 foot intervals until two successive cores are found to be 1V or less
below the minimum tolerance limit. If removal and replacement is required, the Contractor shall submit
documentation identifying the process to be used to correct the area in question in writing. The process will
be approved by the Engineer before commencing the corrective work.
February 3, 2011
4
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
Table 105-2
“W” AND “V” FACTORS FOR VARIOUS ELEMENTS
Hot Mix Asphalt
Element V Factor W Factor
2.36 mm (No. 8) mesh and larger sieves 2.80 N/A
600 μm (No. 30) mesh sieve 1.80 N/A
75 μm (No. 200) mesh sieve 0.80 N/A
Gradation N/A 15
Asphalt Content 0.20 25
In-place Density 1.10 45
Joint Density 1.60 15
Table 105-3
FORMULAS FOR CALCULATING PF BASED ON PN
Pn
When Pn as shown at left is 3 to 9, or greater than 200, use
designated formula below to calculate Pay Factor, PF = ...,
when Pn is 10 to 200, use formula (1) above:
Maximum PF
3 0.31177 + 1.57878 (QL/100) - 0.84862 (QL/100)2
1.025
4 0.27890 + 1.51471 (QL/100) - 0.73553 (QL/100)2
1.030
5 0.25529 + 1.48268 (QL/100) - 0.67759 (QL/100)2
1.030
6 0.19468 + 1.56729 (QL/100) - 0.70239 (QL/100)2
1.035
7 0.16709 + 1.58245 (QL/100) - 0.68705 (QL/100)2
1.035
8 0.16394 + 1.55070 (QL/100) - 0.65270 (QL/100)2
1.040
9 0.11412 + 1.63532 (QL/100) - 0.68786 (QL/100)2
1.040
10 to 11 0.15344 + 1.50104 (QL/100) - 0.58896 (QL/100)2
1.045
12 to 14 0.07278 + 1.64285 (QL/100) - 0.65033 (QL/100)2
1.045
15 to 18 0.07826 + 1.55649 (QL/100) - 0.56616 (QL/100)2
1.050
19 to 25 0.09907 + 1.43088 (QL/100) - 0.45550 (QL/100)2
1.050
26 to 37 0.07373 + 1.41851 (QL/100) - 0.41777 (QL/100)2
1.055
38 to 69 0.10586 + 1.26473 (QL/100) - 0.29660 (QL/100)2
1.055
70 to 200 0.21611 + 0.86111 (QL/100) 1.060
February 3, 2011
5
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
> 201 0.15221 + 0.92171 (QL/100) 1.060
(g) Process I/DP Computation.
I/DP = (PF - 1)(QR)(UP)(W/100)
Where: I/DP = Incentive/Disincentive Payment
PF = Pay Factor
QR = Quantity in Tons of HMA Represented by the Process
UP = Unit Bid Price of Asphalt Mix
W = Element Factor from Table 105-2
When AC is paid for separately UP shall be:
UP = [(TonHMA)(UPHMA) + (TonAC)(UPAC)]/TonHMA
Where: TonHMA = Tons of Asphalt Mix
UPHMA = Unit Bid Price of Asphalt Mix
TonAC = Tons of Asphalt Cement
UPAC = Unit Bid Price of Asphalt Cement
For the joint density element:
UP = UPHMA
Where: UPHMA is as defined above.
When AC is paid for separately UP shall be:
UP = [(BTonHMA)(BUPHMA) + (BTonAC)(BUPAC)]/BTonHMA
Where: BTonHMA = Bid Tons of Asphalt Mix
BUPHMA = Unit Bid Price of Asphalt Mix
BTonAC = Bid Tons of Asphalt Cement
BUPAC = Unit Bid Price of Asphalt Cement
(h) Element I/DP. The I/DP for an element shall be computed by accumulating the process I/DP’s for
that element.
(i) I/DP for a Mix Design. The I/DP for a mix design shall be computed by accumulating the individual I/DP’s
for the asphalt content, in-place density, and gradation elements for that mix design. The accumulated
quantities of materials for each element must be the same at the end of I/DP calculations for a mix design.
February 3, 2011
6
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
(j) Project I/DP. The I/DP for the project shall be computed by accumulating the mix design I/DP’s and the joint
density I/DP’s. The accumulated quantities of materials for each element must be the same at the end of I/DP
calculations for the project.
Delete subsection 106.05 and replace with the following:
106.05 Sampling and Testing of Hot Mix Asphalt. All hot mix asphalt, Item 403, except Hot Mix Asphalt
(Patching) and temporary pavement shall be tested in accordance with the following program of process control
testing and acceptance testing:
The Contract will specify whether process control testing by the Contractor is mandatory or voluntary.
(a) Process Control Testing.
1. Mandatory Process Control. When process control testing is mandatory the Contractor shall be
responsible for process control testing on all elements and at the frequency listed in Table 106-1. Process
control testing shall be performed at the expense of the Contractor.
After completion of compaction, in-place density tests for process control shall be taken at the frequency
shown in Table 106-1. The results shall be reported in writing to the Engineer on a daily basis. Daily
plots of the test results with tonnage represented shall be made on a chart convenient for viewing by the
Engineer. All of the testing equipment used for in-place density testing shall conform to the requirements
of acceptance testing standards, except nuclear testing devices need not be calibrated on the
Department’s calibration blocks.
For elements other than in-place density, results from quality control tests need not be plotted, or
routinely reported to the Engineer. This does not relieve the Contractor from the responsibility of
performing such testing along with appropriate plant monitoring as necessary to assure that produced
material conforms to the applicable specifications. Quality control test data shall be made available to the
Engineer upon request.
2. Voluntary Process Control. The Contractor may conduct process control testing. Process control testing
is not required, but is recommended on the elements and at the frequency listed in Table 106-1.
All of the testing equipment used for in-place density testing shall conform to the requirements of
acceptance testing standards, except nuclear testing devices need not be calibrated on the Department’s
calibration blocks.
(b) Acceptance Testing. Acceptance testing is the responsibility of the Department. For acceptance testing the
Department will determine the locations where samples or measurements are to be taken and as designated in
Section 403. The maximum quantity of material represented by each test result, the elements, the frequency
of testing and the minimum number of test results will be in accordance with Table 106-1. The location or
time of sampling will be based on the stratified random procedure as described in CP 75. Acceptance
sampling and testing procedures will be in accordance with the Schedule for Minimum Materials Sampling,
Testing and Inspection in the Department’s Field Materials Manual. Samples for project acceptance testing
shall be taken by the Contractor in accordance with the designated method. The samples shall be taken in the
presence of the Engineer. Where appropriate, the Contractor shall reduce each sample to the size designated
by the Engineer. The Contractor may retain a split of the each sample which cannot be included as part of the
Contractor’s process control testing. All materials being used are subject to inspection and testing at any time
prior to or during incorporation into the work.
February 3, 2011
7
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
Table 106-1
SCHEDULE FOR MINIMUM SAMPLING AND TESTING
Element Process Control Acceptance
Asphalt Content 1/500 tons 1/1000 tons
Theoretical
Maximum Specific
Gravity
1.1000 tons, minimum 1/day 1/1000 tons, minimum 1/day
Gradation 1/Day 1/2000 tons
In-Place Density 1/500 tons 1/500 tons
Joint Density 1 core/2500 linear feet of
joint 1 core /5000 linear feet of joint
Aggregate Percent
Moisture (3)
1/2000 tons or 1/Day if less
than 2000 tons 1/2000 tons
Percent Lime (3) (4) 1/Day Not applicable
Notes:
(1) The minimum number of in-place density tests for acceptance will be 5.
(2) Process control tests for gradation are not required if less than 250 tons are
placed in a day. The minimum number of process control tests for gradation
shall be one test for each 1000 tons or fraction thereof.
(3) Not to be used for incentive/disincentive pay. Test according to CP 60B and
report results from Form 106 or Form 565 on Form 6.
(4) Verified per Contractor’s QC Plan.
February 3, 2011
8
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
(c) Reference Conditions. Three reference conditions can exist determined by the Moving Quality Level (MQL).
The MQL will be calculated in accordance with the procedure in CP 71 for Determining Quality Level (QL).
The MQL will be calculated using only acceptance tests. The MQL will be calculated on tests 1 through 3,
then tests 1 through 4, then tests 1 through 5, then thereafter on the last five consecutive test results. The
MQL will not be used to determine pay factors. The three reference conditions and actions that will be taken
are described as follows:
1. Condition green will exist for an element when an MQL of 90 or greater is reached, or maintained, and
the past five consecutive test results are within the specification limits.
2. Condition yellow will exist for all elements at the beginning of production or when a new process is
established because of changes in materials or the job-mix formula, following an extended suspension of
work, or when the MQL is less than 90 and equal to or greater than 65. Once an element is at condition
green, if the MQL falls below 90 or a test result falls outside the specification limits, the condition will
revert to yellow or red as appropriate.
3. Condition red will exist for any element when the MQL is less than 65. The Contractor shall be notified
immediately in writing and the process control sampling and testing frequency increased to a minimum
rate of 1/250 tons for that element. The process control sampling and testing frequency shall remain at
1/250 tons until the process control QL reaches or exceeds 78. If the QL for the next five process control
tests is below 65, production will be suspended.
If gradation is the element with MQL less than 65, the Department will test one randomly selected sample
in the first 1250 tons produced in condition red. If this test result is outside the tolerance limits,
production will be suspended. (This test result will not be included as an acceptance test.)
After condition red exists, a new MQL will be started. Acceptance testing will stay at the frequency
shown in Table 106-1. After three acceptance tests, if the MQL is less than 65, production will be
suspended.
Production will remain suspended until the source of the problem is identified and corrected. Each time
production is suspended, corrective actions shall be proposed in writing by the Contractor and approved
in writing by the Engineer before production may resume.
Upon resuming production, the process control sampling and testing frequency for the elements causing
the condition red shall remain at 1/250 tons. If the QL for the next five process control tests is below 65,
production will be suspended again. If gradation is the element with MQL less than 65, the Department
will test one randomly selected sample in the first 1250 tons produced in condition red. If this test result
is outside the tolerance limits, production will be suspended.
February 3, 2011
REVISION OF SECTION 106
CERTIFICATES OF COMPLIANCE AND CERTIFIED TEST REPORTS
Section 106 of the Standard Specifications is hereby revised for this project as follows:
In subsection 106.12, delete the second paragraph and replace it with the following:
The original Certificate of Compliance shall include the Contractor’s original signature as directed above.
The original signature (including corporate title) on the Certificate of Compliance, under penalty of
perjury, shall be of a person having legal authority to act for the manufacturer. It shall state that the
product or assembly to be incorporated into the project has been sampled and passed all specified tests in
conformity to the plans and specifications for this project. One legible copy of the fully signed Certificate of
Compliance shall be furnished to the Engineer prior to installation of material. The original shall be
provided to the Engineer before payment for the represented item will be made.
In subsection 106.13, delete the second paragraph and replace it with the following:
The Certified Test Report shall be a legible copy or an original document and shall include the Contractor’s
original signature as directed above. The signature (including corporate title) on the Certified Test Report, under
penalty of perjury, shall be of a person having legal authority to act for the manufacturer or the independent
testing laboratory. It shall state that the test results show that the product or assembly to be incorporated into the
project has been sampled and passed all specified tests in conformity to the plans and specifications for this
project. One legible copy or original document of the fully signed Certified Test Report shall be furnished to the
Engineer prior to installation of material. Failure to comply may result in delays to the project or rejection of the
materials.
October 31, 2013
REVISION OF SECTION 106
MATERIAL SOURCES
Section 106 of the Standard Specifications is hereby revised for this project as follows:
In subsection 106.02 (a), delete the third paragraph and replace with the following:
The Contract will indicate whether the Department has or has not obtained the necessary County or City Zoning
Clearance and the required permit from Colorado Department of Natural Resources needed to explore and remove
materials from the available source. If the Department did not obtain the necessary clearances or permits, the
Contractor shall obtain them. Any delays to the project or additional expenses that are incurred while these
clearances or permits are being obtained shall be the responsibility of the Contractor. The Contractor shall ensure
that the requirements of the permits do not conflict with the pit construction and reclamation requirements shown
in the Contract for the available source.
In subsection 106.02 (b), delete the first paragraph and replace with the following:
(b) Contractor Source. Sources of sand, gravel, or borrow other than available sources will be known as
contractor sources. The contractor source will be tested by the Department and approved by the Engineer prior to
incorporation of the material into the project. If the submitted materials do not meet the contract specifications it
will become the Contractor’s responsibility to re-sample and test the material. The Contractor will supply the
Department with passing test results from an AASHTO accredited laboratory and signed and sealed by a
Professional Engineer. If requested by the Engineer, the Department will then re-sample and re-test the material
for compliance to the contract specifications. The Contractor shall produce material which meets contract
specifications throughout construction of the project.
The cost of sampling, testing, and corrective action by the Contractor will not be paid for separately but shall be
included in the work.
January 30, 2014
REVISION OF SECTION 107
WARNING LIGHTS FOR WORK VEHICLES AND EQUIPMENT
Section 107 of the Standard Specifications is hereby revised for this project as follows:
Subsection 107.06 (b) shall include the following:
All work vehicles and mobile equipment shall be equipped with one or more functioning warning lights mounted
as high as practicable, which shall be capable of displaying in all directions one or more flashing, oscillating, or
rotating lights for warning roadway traffic. The lights shall be amber in color. The warning lights shall be
activated when the work vehicle or mobile equipment is operating within the roadway, right of way or both. All
supplemental lights shall be SAE Class 1 certified.
February 3, 2011
REVISION OF SECTION 109
MEASUREMENT OF QUANTITIES
Section 109 of the Standard Specifications is hereby revised for this project as follows:
In subsection 109.01, delete the 17th paragraph and replace it with the following:
Vehicles used to haul material being paid for by weight shall bear a plainly legible identification mark. Each of
these vehicles shall be weighed empty daily at times directed by the Engineer. The Contractor shall furnish to the
Engineer, in writing, a vehicle identification sheet that lists the following for each delivery vehicle to be used on
the project:
(1) identification mark
(2) vehicle length
(3) tare weight
(4) number of axles
(5) the distance between extreme axles
(6) information related to legal weight, including the Permit No. and permitted weight of each vehicle for which
the State has issued an overweight permit.
This information shall be furnished prior to time of delivery of the material and at any subsequent time the
Contractor changes vehicles, combination vehicles, axle length relationships, or overweight permitting of
vehicles.
July 19, 2012
1
REVISION OF SECTIONS 203, 206, 304 AND 613
COMPACTION
January 31, 2013
Sections 203, 206, 304 and 613 of Standard Specifications are hereby revised for this project as follows:
In subsection 203.03 (a), delete the fifth paragraph and replace with the following:
1. Soil Embankment. Soil embankment consists of materials with 50 percent or more of the material passing the
4.75 mm (No. 4) sieve.
A soil embankment may also have more than 50 percent of the material retained on the 4.75 mm (No. 4)
sieve, but no more than 30 percent of the material retained on the 19 mm (3/4 inch) sieve.
Soil embankment shall be constructed with moisture density control in accordance with the requirements of
subsection 203.07.
2. Rock Embankment. Rock embankment consist of materials with 50 percent or more of the material retained on
the 4.75 mm (No. 4) sieve and with more than 30 percent of the material retained on the 19 mm (3/4 inch)
sieve. All material shall be smaller than 6 inches. Rock embankments shall be constructed without moisture
density control in accordance with the requirements of subsection 203.08.
Delete Subsection 203.07 and replace with the following:
203.07 Construction of Embankment and Treatment of Cut Areas with Moisture and Density Control. Soil
embankments shall be constructed with moisture and density control and the soil upon which the embankments
are to be constructed shall be scarified to a depth of 6 inches and compacted with moisture and density control.
The moisture content of the soil at the time of compaction shall be as specified or directed.
The material shall be removed from the full width of roadbed in all cut sections to the designated depth. The soil
below the designated depth shall be thoroughly scarified to a depth of 6 inches and the moisture content increased
or reduced, as necessary, to obtain the moisture content specified. This scarified layer shall then be compacted to
the relative compaction specified.
All embankment material shall be compacted to not less than 95 percent relative compaction. Maximum dry
density of all soil types encountered or used will be determined in accordance with AASHTO T 99 as modified by
CP 23.
Soils shall be compacted at ± 2 percent of Optimum Moisture Content (OMC) as determined by AASTHO T 99.
Soils having greater than 35 percent passing the 75 µm (No. 200) sieve shall be compacted to 0 to 3 percent above
OMC. Soils which are unstable at the above moisture content shall be compacted at lower moisture content to the
specified density.
Additional work involved in drying embankment material to the required moisture content shall be included in the
contract price paid for excavating or furnishing the material with no additional compensation.
Density requirements will not apply to materials which cannot be tested in accordance with the above procedures
for determining maximum dry density. Compaction for materials which cannot be tested shall be in accordance
with subsection 203.08.
Claystone or soil-like non-durable shale shall be pulverized and compacted to the specified moisture and percent
of relative compaction and shall be compacted with a heavy tamping foot roller, weighing at least 30 tons. Each
July 19, 2012
2
REVISION OF SECTIONS 203, 206, 304 AND 613
COMPACTION
tamping foot roller shall protrude from the drum a minimum of 4 inches. Each embankment layer shall receive a
minimum of three or more coverages with the tamping foot roller to obtain density. One coverage consists of one
pass over the entire surface designated. One pass consists of the passing of an acceptable tamping foot roller over
a given spot. The roller shall be operated at a uniform speed not exceeding 3 miles per hour. No additional
compensation will be made for additional roller coverages to achieve specified density requirements.
In subsection 206.03, delete the fourth and fifth paragraphs and replace with the following:
Backfill shall consist of approved materials uniformly distributed in layers brought up equally on all sides of the
structure. Each layer of backfill shall not exceed 6 inches before compacting to the required density and before
successive layers are placed. Structure backfill (Class 1) shall be compacted to a density of not less than 95
percent of maximum dry density determined in accordance with AASHTO T 180 as modified by CP 23. Backfill
shall be compacted at ± 2 percent of Optimum Moisture Content (OMC).
Structure backfill (Class 2) shall be compacted to a density of not less than 95 percent of maximum dry density.
The maximum dry density and OMC for A-1, A-2-4. A-2-5 and A-3 materials will be determined in accordance
with AASHTO T 180 as modified by CP 23. The maximum dry density and OMC for all other materials will be
determined in accordance with AASHTO T 99 as modified by CP 23. Materials shall be compacted at ± 2percent
of Optimum Moisture Content (OMC). Materials having greater than 35 percent passing the 75 µm (No. 200)
sieve shall be compacted at 0 to 3 percent above OMC.
In subsection 304.06, delete the first paragraph and replace with the following:
304.06 Shaping and Compaction. Compaction of each layer shall continue until a density of not less than 95
percent of the maximum density determined in accordance with AASHTO T 180 as modified by CP 23 has been
achieved. The moisture content shall be at +/-2 percent of optimum moisture content. The surface of each layer
shall be maintained during the compaction operations so that a uniform texture is produced and the aggregates are
firmly keyed. Moisture conditioning shall be performed uniformly during compaction.
In subsection 613.07, delete the 15th paragraph and replace with the following:
Trenching shall be backfilled and compacted as follows: Backfill shall be deposited in uniform layers. The
thickness of each layer shall be 6 inches or less thick prior to compaction. The space under the conduit shall be
completely filled. The remainder of the trench and excavation shall be backfilled to the finished grade. The
backfill material shall be compacted to the density of not less than 95 percent of maximum dry density. The
maximum dry density and optimum moisture content (OMC) for A-1, A-2-4. A-2-5 and A-3 materials will
determined in accordance with AASHTO T 180 as modified by CP 23. The maximum dry density and OMC for
all other materials will determined in accordance with AASHTO T 99 as modified by CP 23. Materials shall be
compacted at ± 2percent of Optimum Moisture Content (OMC). Materials having greater than 35 percent passing
the 75 µm (No. 200) sieve shall be compacted at 0 to 3 percent above OMC. Each layer shall be mechanically
compacted by tamping with power tools approved by the Engineer. Compaction methods or equipment that
damage the conduit shall not be used.
July 29, 2011
REVISION OF SECTIONS 206 AND 601
BACKFILLING STRUCTURES THAT
SUPPORT LATERAL EARTH PRESSURES
Sections 206 and 601 of the Standard Specifications are hereby revised for this project as follows:
In subsection 206.03, delete the ninth paragraph and replace with the following:
Backfill material shall not be deposited against newly constructed masonry or concrete structures, until the
concrete has developed a compressive strength of 0.8 f 'c, except in cases where the structures support lateral
earth pressure. Concrete compressive strength for structures supporting lateral earth pressure shall conform to
subsection 601.12 (o).
Subsection 601.12 shall include the following:
(o) Backfilling Structures that Support Lateral Earth Pressure. Concrete compressive strengths shall reach f'c
before backfilling operations can begin with heavy equipment, such as skid-steers or self-powered riding
compactors. Concrete compressive strengths shall reach 0.8 f'c before backfilling operations can begin with
hand operated equipment.
January 31, 2013
REVISION OF SECTION 208
AGGREGATE BAG
Section 208 of the Standard Specifications is hereby revised for this project as follows:
In subsection 208.02 delete (l) and replace with the following:
(l) Aggregate Bag. Aggregate bags shall consist of crushed stone or recycled rubber filled fabric with the
following properties:
Diameter (inches) Weight (minimum)
(pounds per foot)
6-8 6
10 10
12 15
Rubber used in bags shall be clean, 95 percent free of metal and particulates.
Crushed stone contained in the aggregate bags shall conform to subsection 703.09, Table 703-7 for Class C.
The aggregate bag shall consist of a woven geotextile fabric with the following properties:
Property Requirement Test Method
Grab Tensile Strength 90 lbs. min. ASTM D 4632
Trapezoid Tear Strength 25 lbs. min. ASTM D 4533
Mullen Burst 300 psi ASTM D 3786
Ultraviolet Resistance 70% ASTM D 4355
Subsection 208.12 shall include the following:
Pay Item Pay Unit
Aggregate Bag Linear Foot
January 31, 2013
REVISION OF SECTION 208
EROSION LOG
Section 208 of the Standard Specifications is hereby revised for this project as follows:
In subsection 208.02, delete (h) and replace with the following:
(h) Erosion log. Shall be one of the following types unless otherwise shown on the plans:
(1) Erosion Log (Type 1) shall be curled aspen wood excelsior with a consistent width of fibers evenly
distributed throughout the log. The casing shall be seamless, photo-degradable tube netting and shall
have minimum dimensions as shown in Table 208-1, based on the diameter of the log called for on the
plans. The curled aspen wood excelsior shall be fungus free, resin free, and free of growth or
germination inhibiting substances.
(2) Erosion Log (Type 2) shall consist of a blend of 30-40 percent weed free compost and 60-70 percent
wood chips. The compost/wood blend material shall pass a 50 mm (2 inch) sieve with a minimum of 70
percent retained on the 9.5 mm (3/8 inch) sieve and comply to subsection 212.02 for the remaining
compost physical properties. The compost/wood chip blend may be pneumatically shot into a geotextile
cylindrical bag or be pre-manufactured. The geotextile bag shall consist of material with openings of 3/8
inches of HDPE mesh, and contain the compost/wood chip material while not limiting water infiltration.
Erosion log (Type 1 and Type 2) shall have minimum dimensions as shown in Table 208-1, based on the diameter
of the log.
Table 208-1
NOMINAL DIMENSIONS OF EROSION LOGS
Diameter Length (feet) Weight (minimum)
(pounds/foot)
Stake
Dimensions
(Inches)
Min. Max.
9 inch 10 180 1.6 1.5 by 1.5 (nominal)
by 18
12 inch 10 180 2.5 1.5 by 1.5(nominal)
by 24
20 inch 10 100 4.0 2 by 2 (nominal)
by 30
Stakes to secure erosion logs shall consist of pinewood or hardwood.
Subsection 208.11 shall include the following:
All BMPs measured by the linear foot shall be determined along the centerline of the BMP. Measured length will
not include required overlap.
July 19, 2012
REVISION OF SECTION 250
ENVIRONMENTAL, HEALTH AND SAFETY MANAGEMENT
Section 250 of the Standard Specifications is hereby revised for this project as follows:
In subsection 250.03, delete the second and third paragraphs and replace with the following:
This project may be in the vicinity of property associated with petroleum products, heavy metal based paint,
landfill, buried foundations, abandoned utility lines, industrial area or other sites which can yield hazardous
substances or produce dangerous gases. These hazardous substances or gases can migrate within or into the
construction area and could create hazardous conditions. The Contractor shall use appropriate methods to reduce
and control known landfill, industrial gases, and visible emissions from asbestos encounters and hazardous
substances which exist or migrate into the construction area. The Contractor shall follow CDOT’s Asbestos-
Contaminated Soil Management Standard Operating Procedure, dated August 22, 2011 for proper handling of
asbestos-contaminated soil, and follow all applicable Solid and Hazardous Waste Regulations for proper handling
of soils encountered that contain any other substance mentioned above.
Encountering suspected contaminated material, including groundwater, old foundations, building materials,
demolition debris, or utility lines that may contain asbestos or be contaminated by asbestos, is possible at some
point during the construction of this project. When suspected contaminated material, including groundwater, is
encountered or brought to the surface, the procedures under subsection 250.03(d) shall be followed.
In subsection 250.07 delete, (d) and replace with the following:
(d) CDOT’s Asbestos-Contaminated Soil Management Standard Operating Procedure, dated August 22, 2011.
Asbestos contaminated soil shall be managed in accordance with 6 CCR 1007-2, Section 5, Asbestos Waste
Management Regulations. Regulations apply only upon discovery of asbestos materials during excavation
and soil disturbing activities on construction projects, or when asbestos encounters are expected during
construction. The contractor shall comply with procedures detailed in the CDPHE’s Asbestos-Contaminated
Soil Guidance Document and CDOT’s approved Asbestos-Contaminated Soil Management Standard
Operating Procedure, dated August 22, 2011, including the following minimum requirements:
(1) Immediate actions and implementation of interim controls to prevent visible emissions, exposure, and
asbestos contamination in surrounding areas.
(2) Soil Characterization.
(3) Training required for all personnel involved in excavation and other soil disturbing activities, once
asbestos is encountered during construction or on projects where asbestos encounters are expected.
Training must be given by a Certified Asbestos Inspector or Certified Asbestos Abatement Designer with
a minimum of six months experience inspecting asbestos contaminated soil.
(4) Assessment for the presence and extent, within the proposed area of disturbance, of asbestos discoveries,
whether expected or unexpected, by a Certified Asbestos Inspector.
(5) Investigation and sampling required for risk assessment and management. Investigation, if required, shall
be conducted by a Certified Asbestos Inspector.
(6) Risk assessment and determinations for further management or abatement.
(i) Risk assessment and determinations must be made by a Certified Asbestos Inspector, and coordinated
with the Engineer.
(ii) Soil remediation is not necessarily required, depending on the circumstances.
(7) Submit 24-hour Notification of Unplanned Asbestos Discovery.
(8) Submit 10-day Notification of Planned Asbestos Management.
April 26, 2012
REVISION OF SECTION 401
COMPACTION OF HOT MIX ASPHALT
Section 401 of the Standard Specifications is hereby revised for this project as follows:
In subsection 401.17, delete the first paragraph and replace with the following:
401.17 Compaction. The hot mix asphalt shall be compacted by rolling. Both steel wheel and pneumatic tire
rollers will be required. The number, weight, and type of rollers furnished shall be sufficient to obtain the required
density while the mixture is in a workable condition. Compaction shall begin immediately after the mixture is
placed and be continuous until the required density is obtained. When the mixture contains unmodified asphalt
cement (PG 58-28 or PG 64-22) or modified (PG 58-34), and the surface temperature falls below 185 °F, further
compaction effort shall not be applied unless approved, provided the Contractor can demonstrate that there is no
damage to the finished mat. If the mixture contains modified asphalt cement (PG 76-28, PG 70-28 or PG 64-28)
and the surface temperature falls below 230 °F, further compaction effort shall not be applied unless approved,
provided the Contractor can demonstrate that there is no damage to the finished mat.
Warm Mix Asphalt compaction requirements shall conform to CP 59.
In subsection 401.17, delete the third paragraph and replace with the following:
SMA shall be compacted to a density of 93 to 97 percent of the daily theoretical maximum specific gravity,
determined according to CP 51. All other HMA shall be compacted to a density of 92 to 96 percent of the daily
theoretical maximum specific gravity, determined according to CP 51. If more than one theoretical maximum
specific gravity test is taken in a day, the average of the theoretical maximum specific gravity results will be used
to determine the percent compaction. Field density determinations will be made in accordance with CP 44 or 81.
In subsection 401.17, second to last paragraph, delete the first sentence and replace with the following:
After production paving work has begun, a new Roller Pattern shall be demonstrated when a change in the
compaction process is implemented.
July 19, 2012
REVISION OF SECTION 401
COMPACTION PAVEMENT TEST SECTION (CTS)
Section 401 of the Standard Specifications is hereby revised for this project as follows:
In subsection 401.17, delete the fifteenth paragraph and replace with the following:
Two sets of random cores shall be taken within the last 200 tons of the CTS. Each set shall consist of seven
random cores. The Engineer will determine the coring locations using a stratified random sampling process. The
locations of these cores will be such that one set can serve as a duplicate of the other. One set of these cores shall
be immediately submitted to the Engineer. This set will be used for determining acceptance of the CTS and
determining density correction factors for nuclear density equipment. Densities of the random samples will be
determined by cores according to CP 44. Density correction factors for nuclear density equipment will be
determined according to CP 81. Coring shall be performed under CDOT observation. Coring will not be
measured and paid for separately but shall be included in the work. For SMA, a CTS is not used. The Contractor
shall follow the requirements for the demonstration control strip in accordance with the Revision of Section 403,
Stone Matrix Asphalt Pavement.
February 3, 2011
REVISION OF SECTION 401
TEMPERATURE SEGREGATION
Section 401 of the Standard Specifications is hereby revised for this project as follows:
In subsection 401.16 delete the twelfth (last) paragraph and replace it with the following:
The Engineer may evaluate the HMA for low density due to temperature segregation any time industry best
practices, as detailed on Form 1346, are not being followed or the Engineer suspects temperature segregation is
occurring. The Engineer will first meet with the Contractor to discuss the paving practices that are triggering the
temperature investigation. Areas across the mat, excluding the outside 1 foot of both edges of the mat, that are
more than 25 °F cooler than other material across the width may be marked for density testing. Material for
temperature comparison will be evaluated in 3-foot intervals behind the paver across the width of the mat. The
material shall be marked and tested in accordance with CP 58. If four or more areas within a lot of 500 tons have
densities of less than 93 percent of the material’s maximum specific gravity for SMA mixes or less than 92
percent of the material’s maximum specific gravity for all other HMA mixes, a 5 percent price disincentive will
be applied to the 500 ton lot. The 500 ton count begins when the Engineer starts looking for cold areas, not when
the first cold area is detected. This price disincentive will be in addition to those described in Sections 105 and
106. Only one area per delivered truck will be counted toward the number of low density areas. Temperature
segregation checks will be performed only in areas where continuous paving is possible.
May 2, 2013
1
REVISION OF SECTIONS 401 AND 412
SAFETY EDGE
Sections 401 and 412 of the Standard Specifications are hereby revised for this project as follows:
Subsection 401.10 shall include the following:
The paver shall include an approved longitudinal paver wedge system to create a sloped safety edge as shown on
the plans. The wedge system shall be attached to the screed and shall compact the HMA to a density at least as
dense as the compaction imparted to the rest of the HMA layer by the paving screed. The system shall provide a
sloped Safety Edge equal to 32 degrees plus or minus 5 degrees measured from the pavement surface cross slope
extended. The use of a single plate strike off is not permitted. The system shall be adjustable to accommodate
varying paving thicknesses. The Engineer may allow the Contractor to use handwork for short sections or to saw
cut the sloped Safety Edge after paving operations are completed in areas such as transitions at driveways,
intersections, interchanges.
The Contractor shall submit the proposed system for approval at the Preconstruction Conference. The
Engineer may require proof that the system has been used on previous projects with acceptable results or
may require a test section constructed prior to the beginning of work to demonstrate that it creates an
acceptable wedge shape and compaction. Paving shall not begin until the system is approved in writing by
the Engineer. The Safety Edge may be constructed on each lift of HMA or on the full specified plan depth
on the final lift. The finished shape of the Safety Edge shall extend for the full depth of the asphalt pavement
or for the top 5 inches whichever is less.
Subsection 401.22 shall include the following:
All costs associated with the construction of the Safety Edge will not be paid for separately, but shall be
included in the work.
Subsection 412.07 shall include the following:
The Contractor shall use an approved longitudinal paver wedge system to create a sloped Safety Edge. The
Contractor shall modify the paver screed to create a Safety Edge that meets the final cross-section shown on
the plans. The system shall provide a sloped Safety Edge equal to 32 degrees plus or minus 5 degrees
measured from the pavement surface cross slope extended. There may be areas where it is not possible to
place the Safety Edge in conjunction with mainline paving but where the Safety Edge is required, such as
transitions at driveways, intersections, interchanges, etc. In these areas the Engineer may allow the
Contractor to use handwork for short sections or to saw cut the sloped Safety Edge after paving operations
are completed.
The Contractor shall submit the proposed system for approval at the Preconstruction Conference. The
Engineer may require proof that the system has been used on previous projects with acceptable results or
may require a test section constructed prior to the beginning of work to demonstrate that it creates an
acceptable wedge shape. Paving shall not begin until the system is approved in writing by the Engineer. The
finished shape of the Safety Edge shall extend for the full depth of the concrete pavement or for the top 5
inches whichever is less.
May 2, 2013
2
REVISION OF SECTIONS 401 AND 412
SAFETY EDGE
Subsection 412.23 shall include the following:
Concrete Safety Edge will be measured by the actual number of linear feet that are installed and accepted.
Subsection 412.24 shall include the following:
Pay Item Pay Unit
Concrete Safety Edge Linear Foot
Payment for concrete safety edge will be full compensation for all work and materials required to complete the
item.
May 5, 2011
REVISION OF SECTIONS 412, 601 AND 711
LIQUID MEMBRANE-FORMING COMPOUNDS
FOR CURING CONCRETE
Sections 412, 601 and 711 of the Standard Specifications are hereby revised for this project as follows:
In subsection 412.14, first paragraph, delete the second sentence and replace with the following:
The impervious membrane curing compound shall meet the requirements of ASTM C 309, Type 2 and shall be
volatile organic content (VOC) compliant.
In subsection 601.13 (b), first paragraph, delete the second sentence and replace with the following:
A volatile organic content (VOC) compliant curing compound conforming to ASTM C 309, Type 2 shall be used
on surfaces where curing compound is allowed, except that Type 1 curing compound shall be used on exposed
aggregate or colored concrete, or when directed by the Engineer.
In subsection 601.16 (a) 1., delete the first sentence and replace with the following:
1. Membrane Forming Curing Compound Method. A volatile organic content (VOC) compliant curing
compound conforming to ASTM C 309, Type 2 shall be uniformly applied to the surface of the deck, curbs
and sidewalks at the rate of 1 gallon per 100 square feet.
Delete subsection 711.01 and replace with the following:
711.01 Curing Materials. Curing materials shall conform to the following requirements:
Burlap Cloth made from Jute or Kenaf AASHTO M 182
Liquid Membrane-Forming Compounds for
Curing Concrete
ASTM C 309
Sheet Materials for Curing Concrete AASHTO M 171*
*Only the performance requirements of AASHTO M171 shall apply.
Straw used for curing shall consist of threshed straw of oats, barley, wheat, or rye. Clean field or marsh hay may
be substituted for straw when approved by the Engineer. Old dry straw or hay which breaks readily in the
spreading process will not be accepted.
February 3, 2011
REVISION OF SECTION 601
CONCRETE BATCHING
Section 601 of the Standard Specifications is hereby revised for this project as follows:
In subsection 601.06, delete (13) and (17) and replace with the following:
(13) Gallons of water added by truck operator, the time the water was added and the quantity of concrete in the
truck each time water is added.
(17) Water to cementitious material ratio.
February 3, 2011
REVISION OF SECTIONS 601
CONCRETE FINISHING
Section 601of the Standard Specifications are hereby revised for this project as follows:
In subsection 601.12 (a) delete the fifth paragraph and replace it with the following:
Water shall not be added to the surface of the concrete to assist in finishing operations.
Hand finishing should be minimized wherever possible. The hand finishing methods shall be addressed in the
Quality Control Plan for concrete finishing. Hand finished concrete shall be struck off and screeded with a
portable screed that is at least 2 feet longer than the maximum width of the surface to be struck off. It shall be
sufficiently rigid to retain its shape. Concrete shall be thoroughly consolidated by hand vibrators. Hand finishing
shall not be allowed after concrete has been in-place for more than 30 minutes or when initial set has begun.
Finishing tools made of aluminum shall not be used.
The Contractor shall provide a Quality Control Plan (QCP) to ensure that proper hand finishing is accomplished
in accordance with current Industry standards. It shall identify the Contractor’s method for ensuring that the
provisions of the QCP are met. The QCP shall be submitted to the Engineer at the Preconstruction Conference.
Concrete placement shall not begin until the Engineer has approved the QCP. The QCP shall identify and address
issues affecting the quality finished concrete including but not limited to:
(1) Timing of hand finishing operations
(2) Methodology to place and transport concrete
(3) Equipment and tools to be utilized
(4) Qualifications and training of finishers and supervisors
When the Engineer determines that any element of the approved QCP is not being implemented or that hand
finished concrete is unacceptable, work shall be suspended. The Contractor shall supply a written plan to address
improperly placed material and how to remedy future hand finishing failures and bring the work into compliance
with the QCP. The Engineer will review the plan for acceptability prior to authorizing the resumption of
operations.
In subsection 601.14(a) delete the fourth paragraph.
July 28, 2011
REVISION OF SECTION 601
CONCRETE FORM AND FALSEWORK REMOVAL
Section 601 of the Standard Specifications is hereby revised for this project as follows:
In subsection 601.09, delete (h) and replace with the following:
(h) Removal of Forms. The forms for any portion of the structure shall not be removed until the concrete is
strong enough to withstand damage when the forms are removed.
Unless specified in the plans, forms shall remain in place for members that resist dead load bending until concrete
has reached a compressive strength of at least 80 percent of the required 28 day strength, 0.80f’c. Forms for
columns shall remain in place until concrete has reached a compressive strength of at least 1,000 psi. Forms for
sides of beams, walls or other members that do not resist dead load bending shall remain in place until concrete
has reached a compressive strength of at least 500 psi.
Forms and supports for cast-in-place concrete box culverts (CBCs) shall not be removed until the concrete
compressive strength exceeds 0.6 fc′ for CBCs with spans up to and including 12 feet, and 0.67 fc′ for CBCs with
spans exceeding 12 feet but not larger than 20 feet. Forms for CBCs with spans larger than 20 feet shall not be
removed until after all concrete has been placed in all spans and has attained a compressive strength of at least
0.80f’c.
Concrete compressive strength shall be determined using information concrete cylinders or by maturity meters.
At the pre-pour conference, the Contractor shall submit the method of determining the structure’s strength and the
location where information cylinders will be taken or maturity meters placed.
If information cylinders are used they shall be cast by the Contractor and cured in the same manner as the
structure. A set of information cylinders shall be taken for each concrete placement on the structure. A set of
information cylinders shall be taken for any load of concrete that is being placed at the mid-span of beams and at
support locations and other locations as directed by the Engineer. Casting of the information cylinders will be
witnessed by the Engineer. The information cylinders shall remain in the molds and cured in the same manner as
the structure until they are tested in the laboratory by the Engineer. Compressive strength shall be determined
using the compressive strength of at least two information cylinders. The contractor shall be responsible for
protecting the information cylinders from damage.
Prior to placement of concrete whose strength will be determined with maturity meters, the Contractor shall
provide the Engineer a report of maturity relationships in accordance with CP 69. The Contractor shall provide
maturity meters and all necessary wires and connectors. The Contractor shall be responsible for the placement
and maintenance of the maturity meter and wire. . At a minimum a maturity meter will be placed at the mid-span
of beams and at support locations. Placement shall be as directed by the Engineer.
For structures with multiple sets of information cylinders or maturity meters, the lowest compressive strength
shall determine when the forms can be removed.
Acceptance cylinders shall not be used for determining compressive strength to remove forms.
When field operations are controlled by information cylinder tests or maturity meter, the removal of forms,
supports and housing, and the discontinuance of heating and curing may begin when the concrete is found to have
the required compressive strength.
2
REVISION OF SECTION 601
CONCRETE FORM AND FALSEWORK REMOVAL
Forms for median barrier, railing or curbs, may be removed at the convenience of the Contractor after the concrete
has hardened.
All forms shall be removed except permanent steel bridge deck forms and forms used to support hollow
abutments or hollow piers when no permanent access is available into the cells. When permanent access is
provided into box girders, all interior forms and loose material shall be removed, and the inside of box girders
shall be cleaned.
In subsection 601.11, delete (e) and replace with the following:
(e) Falsework Removal. Unless specified in the plans or specifications, falsework shall remain in place until
concrete has attained a minimum compressive strength of 0.80f’c.
Falsework supporting any span of a simple span bridge shall not be released until after all concrete, excluding
concrete above the bridge deck, has attained a compressive strength of at least 0.80f’c.
Falsework supporting any span of a continuous or rigid frame bridge shall not be released until after all concrete,
excluding concrete above the bridge deck, has been placed in all spans and has attained the compressive strength
of at least 0.80f’c.
Falsework for arch bridges shall be removed uniformly and gradually, beginning at the crown, to permit the arch
to take its load slowly and evenly.
Falsework supporting overhangs and deck slabs between girders shall not be released until the deck concrete has
attained a compressive strength of at least 0.80f’c.
Falsework for pier caps which will support steel or precast concrete girders shall not be released until the concrete
has attained a compressive strength of at least 0.80f’c. Girders shall not be erected onto such pier caps until the
concrete in the cap has attained the compressive strength of at least 0.80f’c.
Falsework for cast-in-place prestressed portions of structures shall not be released until after the pre-stressing
steel has been tensioned.
Concrete compressive strength shall be determined using information concrete cylinders or by maturity meters.
At the pre-pour conference, the Contractor shall submit the method of determining the structure’s strength and the
location that information cylinders will be taken or maturity meters placed.
If information cylinders are used they shall be cast by the Contractor and cured in the same manner as the
structure. A set of information cylinders shall be taken for each concrete placement on the structure. A set of
information cylinders shall be taken for any load of concrete that is being placed at the mid-span of beams and at
support locations and other locations as directed by the Engineer. Casting of the information cylinders will be
witnessed by the Engineer. The information cylinders shall remain in the molds and cured in the same manner as
the structure until they are tested in the laboratory by the Engineer. Compressive strength shall be determined
using the compressive strength of at least two information cylinders. The Contractor shall be responsible for
protecting the information cylinders from damage.
Prior to placement of concrete whose strength will be determined with maturity meters, the Contractor shall
provide the Engineer a report of maturity relationships in accordance with CP 69. The Contractor shall provide
maturity meters and all necessary wires and connectors. The Contractor shall be responsible for the placement
3
REVISION OF SECTION 601
CONCRETE FORM AND FALSEWORK REMOVAL
and maintenance of the maturity meters and wires. At a minimum a maturity meter will be placed at the mid-span
of beams and at support locations. Placement shall be as directed by the Engineer.
For structures with multiple sets of information cylinders or maturity meters, the lowest compressive strength
shall determine when the falsework can be removed.
Acceptance cylinders shall not be used for determining compressive strength to remove falsework.
July 29, 2011
REVISION OF SECTION 601
CONCRETE SLUMP ACCEPTANCE
Section 601 of the Standard Specifications is hereby revised for this project as follows:
Delete the fifth paragraph of Subsection 601.05 and replace with the following:
Except for Class BZ concrete, the slump of the delivered concrete shall be the slump of the approved concrete mix
design plus or minus 2.0 inch. The laboratory trial mix must produce an average compressive strength at least
115 percent of the required field compressive strength specified in Table 601-1. When entrained air is specified in
the Contract for Class BZ concrete, an air entraining admixture may be added to an approved Class BZ mix
design. A new trial mix will not be required.
Delete Subsection 601.17 (b), 601.17 (d) and Table 601-3 and replace with the following:
(b) Slump. Slump acceptance, but not rejection, may be visually determined by the Engineer. Any batch that
exceeds the slump of the approved concrete mix design by 2.0 inches will be retested. If the slump is
exceeded a second time, that load is rejected. If the slump is greater than 2 inches lower than the approved
concrete mix design, the load can be adjusted with a water reducer, or by adding water (if the w/cm allows)
and retested.
Portions of loads incorporated into structures prior to determining test results which indicate rejection as the
correct course of action shall be subject to reduced payment or removal as determined by the Engineer.
(d) Pay Factors. The pay factor for concrete which is allowed to remain in place at a reduced price shall be
according to Table 601-3 and shall be applied to the unit price bid for Item 601, Structural Concrete.
If deviations occur in air content and strength within the same batch, the pay factor for the batch shall be the
product of the individual pay factors.
Table 601-3
PAY FACTORS
Percent Total Air Strength
Deviations
From
Specified
Air
(Percent)
Pay
Factor
(Percent)
Below
Specified
Strength (psi)
[ < 4500 psi
Concrete]
Pay
Factor
(Percent)
Below
Specified
Strength (psi)
[ ≥ 4500 psi
Concrete]
0.0-0.2 98 1-100 98 1-100
0.3-0.4 96 101-200 96 101-200
0.5-0.6 92 201-300 92 201-300
0.7-0.8 84 301-400 84 301-400
0.9-1.0 75 401-500 75 401-500
Over 1.0 Reject Over 500 Reject
65 501-600
54 601-700
42 701-800
29 801-900
15 901-1000
Reject Over 1000
February 17, 2012
REVISION OF SECTION 630
CONSTRUCTION ZONE TRAFFIC CONTROL
Section 630 of the Standard Specifications is hereby revised for this project as follows:
In subsection 630.16 delete the fifth paragraph.
May 8, 2014
REVISION OF SECTION 630
RETROREFLECTIVE SIGN SHEETING
Section 630 of the Standard Specifications is hereby revised for this project as follows:
In subsection 630.02, delete the sixth and seventh paragraphs, including Table 630-1, and replace them with the
following:
Retroreflective sheeting for all signs requiring an orange background shall be Type VI or Type Fluorescent.
Retroreflective sheeting for all signs requiring a yellow background shall be Type Fluorescent.
Table 630-1
RETROREFLECTIVE SHEETING TYPES
Sheeting
Type IV
Type VI
(Roll-up sign material)
Type Fluorescent
1
Application Work Zone Work Zone Work Zone
All Orange Construction
Signs
X
Orange Construction Signs
that are used only during
daytime hours for short term
or mobile operations
X
4
X
Barricades (Temporary) X X
Vertical Panels X X
Flaggers Stop/Slow Paddle X X
Drums
2
X X
Non-orange Fixed Support
signs with prefix “W”
X
Special Warning Signs X
STOP sign (R1-1)
YIELD sign (R1-2)
WRONG WAY sign (R5-1a)
DO NOT ENTER sign (R5-1)
EXIT sign (E5-1a)
X
DETOUR sign (M4-9) or
(M4-10)
X
All other fixed support signs
3
X X
All other signs used only
during working hours
X X
All other signs that are used
only during daytime hours for
short term or mobile
operations
X X
5
X
1 Fluorescent Sheeting shall be of a brand that is on the CDOT Approved Products List.
REVISION OF SECTION 630
SIGNS AND BARRICADES
Section 630 of the Standard Specifications is hereby revised for this project as follows:
In subsection 630.02, delete the second paragraph, and replace with the following:
Temporary sign support assembly shall be timber, perforated square metal tubing inserted into a larger base post
or slip base or perforated metal U-channel with a slip base. The temporary sign support assembly shall conform to
NCHRP and AASHTO requirements regarding temporary sign supports during construction.
Subsection 630.02 shall include the following:
If a timber post is selected, it shall conform to the requirements of subsection 614.02.
October 31, 2013
REVISION OF SECTION 703
AGGREGATE FOR BASES
(WITHOUT RAP)
Section 703 of the Standard Specifications is hereby revised for this project as follows:
In subsection 703.03, delete the first paragraph and replace with the following:
703.03 Aggregate for Bases. Aggregates for bases except Aggregate Base Course (RAP) shall be crushed stone,
crushed slag, crushed gravel, natural gravel, or crushed reclaimed concrete. Aggregate Base Course (RAP) shall
be 100 percent crushed recycled asphalt pavement material. All materials except Aggregate Base Course (RAP)
shall conform to the quality requirements of AASHTO M 147 except that the requirements for the ratio of minus
75 µm (No. 200) sieve fraction to the minus 425 µm (No. 40) sieve fraction, stated in 3.2.2 of AASHTO M 147,
shall not apply.
The requirements for the Los Angeles wear test (AASHTO T 96 & ASTM C535) shall not apply to Class 1, 2,
and 3. Aggregates for bases shall meet the grading requirements of Table 703-3 for the class specified for the
project, unless otherwise specified.
November 1, 2012
REVISION OF SECTION 703
AGGREGATES FOR HOT MIX ASPHALT
Section 703 of the Standard Specifications is hereby revised for this project as follows:
Delete subsection 703.04 and replace with the following:
703.04 Aggregates for Hot Mix Asphalt. Aggregates for hot mix asphalt (HMA) shall be of uniform quality,
composed of clean, hard, durable particles of crushed stone, crushed gravel, natural gravel, or crushed slag.
Excess of fine material shall be wasted before crushing. A percentage of the aggregate retained on the 4.75 mm
(No. 4) sieve for Gradings S, SX and SG— and on the 2.36 mm (No. 8) sieve for Gradings SF and ST—shall
have at least two mechanically induced fractured faces when tested in accordance with Colorado Procedure 45.
This percentage will be specified in Table 403-1, as revised for the project in Section 403. The angularity of the
fine aggregate shall be a minimum of 45.0 percent when determined according to AASHTO T 304. Grading SF
mixes, when determined by RME, may not require fine aggregate angularity of 45.0 percent. Aggregate samples
representing each aggregate stockpile shall be non-plastic if the percent of aggregate passing the 2.36 mm (No. 8)
sieve is greater than or equal to 10 percent by weight of the individual aggregate sample. Plasticity will be
determined in accordance with AASHTO T 90. The material shall not contain clay balls, vegetable matter, or
other deleterious substances.
The aggregate for Gradings ST, S, SX and SG shall have a percentage of wear of 45 or less when tested in
accordance with AASHTO T 96.
Table 703-4
MASTER RANGE TABLE FOR HOT MIX ASPHALT
Sieve Size
Percent by Weight Passing Square Mesh Sieves
Grading SF** Grading ST Grading SX Grading
S Grading SG
37.5 mm
(1½) 100
25.0 mm (1) 100 90 – 100
19.0 mm (¾) 100 90 – 100
12.5 mm (½) 100 90 – 100 * *
9.5 mm (⅜) 100 90 – 100 * * *
4.75 mm (#4) 90 – 100 * * * *
2.36 mm (#8) * 28 – 58 28 – 58 23 – 49 19 – 45
1.18 mm (#16) 30 – 54
600 m (#30) * * * * *
300 m (#50)
150 m (#100)
75 m (#200) 2 – 12 2 – 10 2 – 10 2 – 8 1 – 7
* These additional Form 43 Specification Screens will initially be established using values from the As Used
Gradation shown on the Design Mix.
**SF applications are limited and the CDOT Pavement Design Manual should be referenced, prior to use.
2
REVISION OF SECTION 703
AGGREGATES FOR HOT MIX ASPHALT
Aggregates for stone matrix asphalt (SMA) shall be of uniform quality, composed of clean, hard, durable particles
of crushed stone, crushed gravel, or crushed slag. A minimum of 90 percent of the particles retained on the 4.75
mm (No. 4) sieve shall have at least two mechanically induced fractured faces when tested in accordance with
Colorado Procedure 45. The particles passing the 4.75 mm (No. 4) sieve shall be the product of crushing rock
larger than 12.5 mm (½ inch) and shall be non-plastic when tested in accordance with AASHTO T 90.
Additionally, each source of aggregate for SMA shall meet the following requirements:
(1) No more than 30 percent when tested in accordance with AASHTO T 96 Resistance to Degradation of Small-
Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
(2) No more than 12 percent when tested in accordance with AASHTO T 104 Soundness of Aggregate by Use of
Sodium Sulfate.
The aggregate for Hot Mix Asphalt (HMA) shall meet the requirements of Table 703-4A when tested in
accordance with CP-L 4211 Resistance of Coarse Aggregate to Degradation by Abrasion in the Micro-Deval
Apparatus. The Contractor shall be assessed a price reduction of $1000 for each production sample of the
combined aggregate with a value greater than 20 according to CP-L 4211.
Table 703-4A
AGGREGATE DEGRADATION BY ABRASION
IN THE MICRO-DEVAL CP-L 4211
Not to exceed
Combined Aggregate (Mix Design) 18
Combined Aggregate (1/10,000 tons, or fraction thereof
during production) 20
July 28, 2011
REVISION OF SECTION 703
CONCRETE AGGREGATES
Section 703 of the Standard Specifications is hereby revised for this project as follows:
Delete the second paragraph of subsection 703.00 and Table 703-1.
Delete subsections 703.01 and 703.02 and replace with the following:
703.01 Fine Aggregate for Concrete. Fine aggregate for concrete shall conform to the requirements of AASHTO
M 6, Class A. The minimum sand equivalent, as tested in accordance with Colorado Procedure 37 shall be 80
unless otherwise specified. The fineness modulus, as determined by AASHTO T 27, shall not be less than 2.50 or
greater than 3.50 unless otherwise approved.
703.02 Coarse Aggregate for Concrete. Coarse aggregate for concrete shall conform to the requirements of
AASHTO M 80, Class A aggregates, except that the percentage of wear shall not exceed 45 when tested in
accordance with AASHTO T 96.
February 3, 2011
REVISION OF SECTION 712
WATER FOR MIXING OR CURING CONCRETE
Section 712 of the Standard Specifications is hereby revised for this project as follows:
Delete subsection 712.01 and replace it with the following:
712.01 Water. Water used in mixing or curing concrete shall be reasonably clean and free of oil, salt, acid, alkali,
sugar, vegetation, or other substance injurious to the finished product. Concrete mixing water shall meet the
requirements of ASTM C1602. The Contractor shall perform and submit tests to the Engineer at the frequencies
listed in ASTM C1602. Potable water may be used without testing. Where the source of water is relatively
shallow, the intake shall be so enclosed as to exclude silt, mud, grass, and other foreign materials.
CANYON AVE
W. OAK ST.
W. MULBERRY ST.
S. LOOMIS AVE.
W. OLIVE ST.
S. COLLEGE AVE. / US 287
W. MOUNTAIN AVE.
LAPORTE AVE.
W. MAGNOLIA ST.
W. MYTLE ST.
S. WHITCOMB ST.
W. LAUREL ST.
S. GRANT AVE.
S. WASHINGTON AVE.
S. SHERWOOD ST.
S. MELDRUM ST.
S. HOWES ST.
S. MASON ST.
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA)Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
ARTHUR DITCH BRIDGE REPLACEMENT
OAK & WHITCOMB INTERSECTION
CITY OF FORT COLLINS, LARIMER COUNTY, COLORADO
DECEMBER, 2014
PUBLIC IMPROVEMENT CONSTRUCTION PLANS FOR
VICINITY MAP
N
PROJECT AREA
INDEMNIFICATION STATEMENT
PROJECT BENCHMARKS
SOILS INVESTIGATION REPORT
0 500 1,000
SCALE IN FEET
1,000 SCALE ON 11X17 PLAN
Sheet List Table
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
’
“ ” –
’
THE CITY OF FORT COLLINS WILL PERFORM THIS WORK.
’
’
—
’
“ ”
•
•
•
GENERAL NOTES
N/A
N/A
N/A
N/A
N/A
N/A
N/A
FLOODPLAIN / FLOODWAY NOTES
N/A
N/A
N/A
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
“ ”
“
” “ ”
CONSTRUCTION NOTES
N/A
N/A
N/A
N/A
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
ABBREVIATIONS
SURVEY
SITE
UTILITIES
COMMUNICATION
DOMESTIC WATER
ELECTRIC
IRRIGATION
NATURAL GAS
SANITARY SEWER
STORM DRAIN
ROADWAY
EXISTING
SYMBOL
SYMBOL
DESCRIPTION
PROPOSED
SYMBOL
EXISTING
SYMBOL
SYMBOL
DESCRIPTION
PROPOSED
SYMBOL
STORM DRAIN
SANITARY SEWER
WATER
IRRIGATION
GAS
BOUNDARY
SITE
ROADWAY
POWER / COMMUNICATIONS
EXISTING
LINE
LINE
DESCRIPTION
PROPOSED
LINE
EXISTING
LINE
LINE
DESCRIPTION
PROPOSED
LINE
X
DT-90X
DETAIL CALLOUT
>>(%(+.'5>27$.+%>241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA)Ä&9)
2NQV&CVG #/ 2NQVVGF$[ .KPFUG[,QPGU
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
SUMMARY OF APPROXIMATE QUANTITIES
ITEM
NO.
SECTION
NO. CONTRACT ITEM UNIT PLAN
AS
CONST.
1 201 Clearing and Grubbing LS 1
2 202 Removal of Portions of Structures (RCB) LF 325
3 202 Removal of Tree (4 inch or larger) EACH 3
4 202 Removal of Inlet EACH 3
5 202 Removal of Pipe LF 12
6 202 Removal of Curb and Gutter LF 374
7 202 Removal of Concrete (4"-8") SY 218
8 202 Removal of Asphalt Mat (6"-9") SY 2,010
9 202 Removal of Asphalt Mat (Planing) (less than 3") SY 889
10 202 Removal of Asphalt Mat (Planing) (3"-7.5") SY 111
11 202 Remove 4" waterline LF 136
12 202 Remove 6" Waterline LF 20
13 202 Remove existing 4" valves EA 3
14 203 Potholing HOUR 16
15 203 Unclassified Excavation CY 186
16 203 Muck Excavation CY 10
17 206 Structure Excavation CY 600
18 206 Structural Backfill (Class 1) CY 362
19 206 Filter Material (Class A) CY 138
20 207 Topsoil CY 28
21 208 Erosion Control Supervisor HR 40
22 208 Aggregate Bags LF 64
23 208 Stabalized Construction Entrance EACH 2
24 208 Concrete Washout Structure EACH 2
25 208 Storm Drain Inlet Protection (Type II) EACH 8
26 210 Reset Wall LF 40
27 210 Reset Sandstone Sidewalk SY 5
28 210 Adjust Manhole EACH 2
29 210 Adjust Valve Box EACH 5
30 210 Reset Fence LF 55
31 211 Dewatering LS 1
32 212 Sod SF 2,255
33 212 Tree Retention and Protection (Oak St) EACH 1
34 304 Aggregate Base Course (Class 6) TON 577
35 304 Aggregate Base Course (Special) (3-4" Cobble) TON 40
36 403 Hot Mix Asphalt (Grading S) (75) (PG 64-22) TON 230
37 403 Hot Mix Asphalt (Grading SX) (75) (PG 64-22) TON 350
38 420 Geotextile (Separator) (Class1) SY 115
39 601 Concrete Class D (RCB) CY 554
40 602 Reinforcing Steel (Epoxy) LB 172,667
41 603 15 Inch Reinforced Concrete Pipe (CIP) (CLASS III) LF 25
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA)Ä&9)
2NQV&CVG #/ 2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
TABULATION OF REMOVALS
LOCATION
REMOVAL
OF TREE
REMOVAL
OF INLET
REMOVAL
OF PIPE
REMOVAL OF
CONCRETE
(4"-8")
REMOVAL OF
CURB & GUTTER
REMOVAL OF
ASPHALT MAT
(6"-9")
REMOVAL OF
ASPHALT MAT
(PLANING) (LESS
THAN 3")
REMOVAL OF
ASPHALT MAT
(PLANING) (3"-6")
REMOVAL OF
PORTIONS OF
STRUCTURES
(RCB)
EACH EACH LF SY LF SY SY SY LF
OAK &
WHITCOMB 3 3 12 218 374
2,010 889 111 325
TOTAL 3 3 12 218 374 2,010 889 111 325
TABULATION OF ADJUSTMENTS
STATION OFFSET
SIDE
ADJUST WATER
VALVE BOX
ADJUST
MANHOLE NOTES
EACH EACH
OAK & WHITCOMB
31+99.97 L 1
32+89.23 R 1
32+88.61 R 1
32+86.92 L 1
32+88.02 L 1
32+54.09 R 1 STORM
32+53.89 L 1 STORM
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA)Ä&9)
2NQV&CVG #/ 2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
KEYED NOTES
1 SCALE:
TYPICAL SECTION - CAST-IN-PLACE 17' x 2.5' BOX CULVERT
N.T.S. 2$. :+,7&20%67$ NOTES
COMPOSITE SECTION A
OAK, WHITCOMB
SECTION B - MILL & OVERLAY
2 SCALE:
LIMITS OF STRUCTURE EXCAVATION
N.T.S.
SECTION C - FULL DEPTH ASPHALT
W. OAK ST.
S. WHITCOMB ST.
SURVEY CONTROL
POINT # NORTHING EASTING ELEVATION STATION OFFSET DESCRIPTION
CURB &
GUTTER
ALIGNMENT
LINE TABLE
LINE # LENGTH DIRECTION
CURB & GUTTER ALIGNMENT CURVE TABLE
CURVE # LENGTH RADIUS TANGENT DELTA CHORD DIRECTION CHORD LENGTH
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20 40
SCALE IN FEET
40 SCALE ON 11X17 PLAN
PROJECT BENCHMARKS
W. OAK ST.
S. WHITCOMB ST.
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA&/Ä&9)
2NQV&CVG 2/ 2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA&/Ä&9)
2NQV&CVG 2/ 2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20 40
SCALE IN FEET
40 SCALE ON 11X17 PLAN
LEGEND
NOTES
KEY NOTES
W. OAK ST.
S. WHITCOMB ST.
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA%Ä&9)
2NQV&CVG #/ 2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20
0
SCALE IN FEET
VERT
HORZ 40
5 10
40 SCALE ON 11X17 PLAN
KEY NOTES
W. OAK ST. CENTERLINE PROFILE
NOTES
LEGEND
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
0
0
SCALE IN FEET
VERT
HORZ
20 SCALE ON 11X17 PLAN
10 20
5
OAK ST. SW CORNER
FLOWLINE PROFILE
OAK ST. NE CORNER
FLOWLINE PROFILE
OAK ST. NW CORNER
FLOWLINE PROFILE
WHITCOMB ST.
OAK ST.
POINT TABLE
POINT # DESC ELEV STATION OFFSET
POINT TABLE
POINT # DESC ELEV STATION OFFSET
POINT TABLE
POINT # DESC ELEV STATION OFFSET
POINT TABLE
POINT # DESC ELEV STATION OFFSET
POINT TABLE
POINT # DESC ELEV STATION OFFSET
>>(%(+.'5>27$.+%>241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA)4Ä&9)
2NQV&CVG #/ 2NQVVGF$[ .KPFUG[,QPGU
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20 40
SCALE IN FEET
LEGEND
W. OAK ST.
W. OAK ST.
W. OAK ST.
S. WHITCOMB ST.
W. OAK ST.
POINT TABLE
POINT # DESC ELEV STATION OFFSET
POINT TABLE
POINT # DESC ELEV STATION OFFSET
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
0 5 10
SCALE IN FEET
10 SCALE ON 11X17 PLAN
N
NW RAMP GRADING
NE RAMP GRADING
SW RAMP GRADING
SE RAMP GRADING
LEGEND
N
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2 BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
0 1 2
SCALE IN FEET
0 10 20
VERT.
HORIZ.
0 10 20 30
SCALE IN FEET
STORM LINE C PLAN
STORM LINE C PROFILE
City of
Engineering
fcgov.com/engineering
10 SCALE 22X34 (20 SCALE 11X17)
ABBREVIATIONS
UGE UNDERGROUND ELECTRIC
SD STORM DRAIN
G GAS
SS SANITARY SEWER
W WATERLINE
R/W RIGHT OF WAY
RCB REINFORCED CONCRETE BOX
CIP CAST IN PLACE
OH ELECTRIC
W
W
6'' W
6'' W
525 W OAK 130 S WHITCOMB
4990
4995
5000
5005
4990
4995
5000
5005
9+85 10+00 11+00 11+55 CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2 BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
8 >(>#%6+8'>>%+8+.>&'5+)0>&4#9+0)>5*''6A(+.'5>A1#-Ä9.2 2A&4Ä&9)
2NQV&CVG #/ 2NQVVGF$[ 1DGTUEJOKFV/CTM
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
͟
20 SCALE 22X34 (40 SCALE 11X17)
HORIZONTAL:
VERTICAL:
3
7
4
4
4
4
5
5 3 2
6
6
7
2
SCALE IN FEET
ABBREVIATIONS
UGE UNDERGROUND ELECTRIC
SD STORM DRAIN
G GAS
SS SANITARY SEWER
W WATERLINE
R/W RIGHT OF WAY
RCB REINFORCED CONCRETE BOX
CIP CAST IN PLACE
OH OVERHEAD ELECTRIC
8 8
9
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
CAST-IN-PLACE BOX CULVERT STRUCTURAL NOTES
A TYPICAL SCALE: CAST-IN-PLACE BOX CULVERT SECTION
N.T.S.
WHITCOMB STREET
WEST OAK STREET
S
129 S WHITCOMB
130 S WHITCOMB
201 S
WHITCOMB 525 W OAK
4985
4990
4995
5000
5005
5010
5015
4985
4990
4995
5000
5005
5010
5015
39+00 40+00 41+00 42+00 43+00 44+00 44+50
N
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2 BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
ARTHUR DITCH PLAN VIEW -
OAK STREET
CAST IN PLACE CONSTRUCTION
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
City of
Engineering
fcgov.com/engineering
0 40 80 120
SCALE IN FEET
0 4 8
SCALE IN FEET
0 40 80
VERT.
HORIZ.
40 SCALE 22X34 (80 SCALE 11X17)
ABBREVIATIONS
UGE UNDERGROUND ELECTRIC
SD STORM DRAIN
G GAS
SS SANITARY SEWER
W WATERLINE
R/W RIGHT OF WAY
RCB REINFORCED CONCRETE BOX
S-503
B
S-503
A
S-503
C 2
S-504 1
S-506
2
S-506
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
B TRANSITION SCALE: SECTION (UPSTREAM & DOWNSTREAM)
N.T.S.
A TRANSITION SCALE: SECTION
N.T.S.
C TRANSITION SCALE: SECTION
N.T.S.
KEY NOTES
1 TRANSITION SCALE: PLAN (UPSTREAM & DOWNSTREAM)
N.T.S.
NOTES
30" DIAMETER AND LARGER
SMALLER THAN 30" DIAMETER
TYPICAL LAP SPLICE LENGTHS FOR EPOXY
COATED BARS PER AASHTO
TYPICAL HOOK DIMENSIONS
BAR
SIZE D
+22.6
HOOKS
A or G J A or G
+22.6
+22.6
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA5Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
1 SCALE:
CEILING & WALL OPENING REINFORCEMENT DETAIL
N.T.S.
3 SCALE:
TYPICAL REBAR LAP SPLICE SCHEDULE
N.T.S. SCALE:
4 TYPICAL REBAR HOOK DETAILS
N.T.S.
2 SCALE:
CORNER REINFORCEMENT DETAIL FOR CONCRETE WALLS
N.T.S. (UNLESS SHOWN OTHERWISE)
1
S-506
1
S-506
2
S-506
3
S-505
2
S-505
2
S-506
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
1 BOX SCALE: CULVERT ANGLE DETAIL
N.T.S. 2 ANGLE SCALE: ROOF/FOOTING REINFORCEMENT DETAIL
N.T.S.
3 ANGLE SCALE: WALL REINFORCEMENT DETAIL
N.T.S.
BOX CULVERT BEND TABLE
BEND # STATION "Y" ANGLE "X" DIMENSION
SIZE A B C D E F
3
S-506
3
S-506
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA5Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
1 SCALE:
WALL CONSTRUCTION JOINT DETAIL
N.T.S. 2 SCALE:
FOOTING CONSTRUCTION JOINT DETAIL
N.T.S. 3 SCALE:
CONTROL JOINT SEALANT DETAIL
N.T.S.
4 SCALE:
WATERSTOP AT WALL & FOOTING CONSTRUCTION JOINT DETAIL
N.T.S.
6 SCALE:
PVC WATERSTOP DETAIL
N.T.S.
5 SCALE:
MANHOLE ACCESS SECTION
N.T.S.
7 SCALE:
TYPICAL PERIMETER WALL DETAIL
N.T.S.
S-507
1
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA5Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
A SCALE:
SECTION - CONNECTION TO EXISTING RBC
N.T.S.
1 SCALE:
SECTION DETAIL
N.T.S.
KEY NOTES
S-508
A
S-508
B
OAK ST
-
S-508
C
OAK ST
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA5Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
0 10 20
SCALE IN FEET
N
A SCALE:
DRIVEWAY
N.T.S.
B SCALE:
BOX SECTION
N.T.S.
C SCALE:
BOX SECTION
N.T.S.
“ ”
“ ”
POTENTIAL POLLUTANT SOURCES MEANS OF CONTROL
DISTURBED AND STORED SOILS
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
“ ”
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
Common Name Percent of Mix #PLS/Acre
>>(%(+.'5>27$.+%>241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA'%Ä:&9)
2NQV&CVG #/ 2NQVVGF$[ .KPFUG[,QPGU
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
Pay Item Description Pay Unit *Quantity
207 Topsoil CY 28
208 Aggregate Bags LF 64
208 Storm Drain Inlet Protection (Type II) Each 8
208 Concrete Washout Structure Each 2
208 Stabilized Construction Entrance Each 2
208 Erosion Control Supervisor Hour 40
212 Sod SF 2,255
304 Aggregate Base Course (Special) (3-4" Cobble) TON 40
420 Geotextile (Separator)(Class1) SY 115
607 Fence (Plastic) LF 252
700 Erosion Control FA 1
OAK STREET
WHITCOMB STREET
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20 40
SCALE IN FEET
LEGEND:
NOTES:
OAK STREET
AHEAD
WORK
ROAD
15 MPH
WHITCOMB STREET
AHEAD
WORK
ROAD
15 MPH
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA2*Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20 40
SCALE IN FEET
LEGEND
PHASE I CONSTRUCTION
x CLOSE OAK ST. WEST OF WHITCOMB ST
x PERFORM ALL REMOVALS
x INSTALL CAST-IN-PLACE BOX CONSTRUCTION
WITHIN WORK AREA
x COMPLETE CURB & GUTTER, RAMP, &
SIDEWALK CONSTRUCTION
x PAVE OAK ST. WITH 1ST
LIFT OF GRADING 'S'
HMA.
OAK STREET
WHITCOMB STREET
AHEAD
WORK
ROAD
15 MPH
AHEAD
WORK
ROAD
15 MPH
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA2*Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 20 40
SCALE IN FEET
LEGEND
N
0 20 40
SCALE IN FEET
LEGEND
PHASE II CONSTRUCTION
x CLOSE OAK ST. EAST OF WHITCOMB ST
x PERFORM ALL REMOVALS
x INSTALL CAST-IN-PLACE BOX CONSTRUCTION
WITHIN WORK AREA
x COMPLETE CURB & GUTTER, RAMP, &
SIDEWALK CONSTRUCTION
x PAVE OAK ST. WITH 1ST
LIFT OF GRADING 'S'
HMA.
x REMOVE BARRIER AND PLACE FINISH LIFT OF
GRADING 'SX' ON ENTIRE PROJECT.
W. OAK ST.
S. WHITCOMB ST.
100-YEAR MODERATE
RISK FLOODPLAIN
100-YEAR
FLOOD FRINGE
100-YEAR
FLOOD FRINGE
100-YEAR
FLOOD FRINGE
100-YEAR MODERATE RISK FLOODPLAIN
FG FLOODPLAIN CROSS SECTIONS
POINT # NORTHING EASTING DESC. ELEV.
EG FLOODPLAIN CROSS SECTIONS
POINT # NORTHING EASTING DESC. ELEV.
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
N Suite #1
0 20 40
SCALE IN FEET
Chapter 22, Materials & Construction Specifications
>>(%(+.'5>27$.+%>241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA&6Ä&9)
2NQV&CVG 2/2NQVVGF$[ .KPFUG[,QPGU
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
6"
2"R.
2"
6" 6"
12"
1 1/2"R.
2'-6"
6"
4 1/2"
30"
9"
R 0.5"
4.5"
18"
3.63"
21.75"
R 0.13"
7"
2"
3.75"
12"
ROLL-OVER
VERTICAL
(LOVELAND)
1 1/2"R.
1'-6"
2" R.
4-1/2"
OUT FALL CURB & GUTTER
6"
1'-0"
a.) Bottom of curb shall be poured to a depth no less than on the compacted subgrade of the pavement.
6" 6"
6"
1'-6"
18"
10" 8"
ROADWAY
PAVEMENT
FL F L
1 1/4"
1/8" TO 1/4"R.
1"± 1/4"
CONCRETE PAVEMENT
1 1/2"
3"
ASPHALT OR
6"
1 1/2"R.
1 1/2"
3 1/2" 3"
1"± 1/4"
1"R.
6" 4"
1/8" TO 1/4"R.
6" w/concrete pavement
8" w/asphalt
*
*
6"
REONSTRUCTED CURB INLET-4 FT.
OPENING FOR VERT. CURB & GUTTER
Varies
Varies
6"
Varies
6"
6"
2'
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA&6Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
OAK ST.
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA&6Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
0 10 20
SCALE IN FEET
10 SCALE ON 11X17 PLAN
SCALE:
SOUTHWEST CORNER
1" = 10'
SOUTHWEST CORNER SITE IMAGE
LEGEND
KEY NOTES
( >241,'%65>,7$>(146A%1..+05>ÄÄA#46*74A&+6%*>%#&>5*''6>ÄÄA&6Ä&9)
2NQV&CVG 2/2NQVVGF$[ $TKCP)QHH
&CVG%TGCVGF
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
N
0 10 20
SCALE IN FEET
10 SCALE ON 11X17 PLAN
SCALE:
NORTHEAST CORNER
1" = 10'
NORTHEAST CORNER SITE IMAGE
LEGEND
KEY NOTES
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
LEGEND
N
0
SCALE IN FEET
15 30
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
0 20
0
SCALE IN FEET
VERT
HORZ 40
5 10
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525)
Three Intersections
Fort Collins, Colorado
December 3, 2013
Terracon Project No. 20135038
Prepared for:
J-U-B Engineers, Inc.
Fort Collins, Colorado
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................ i
1.0 INTRODUCTION .............................................................................................................1
2.0 PROJECT INFORMATION .............................................................................................1
2.1 Project Description ...............................................................................................1
2.2 Site Location and Description...............................................................................2
3.0 SUBSURFACE CONDITIONS ........................................................................................2
3.1 Typical Subsurface Profile ...................................................................................2
3.2 Laboratory Testing ...............................................................................................3
3.3 Groundwater ........................................................................................................3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................4
4.1 Geotechnical Considerations ...............................................................................4
4.1.1 Existing, Undocumented Fill .....................................................................4
4.1.2 Shallow Groundwater ...............................................................................4
4.1.3 Expansive/Collapsible Soils ......................................................................5
4.2 Earthwork.............................................................................................................5
4.2.1 Site Preparation ........................................................................................5
4.2.2 Demolition ................................................................................................6
4.2.3 Excavation ................................................................................................6
4.2.4 Subgrade Preparation ...............................................................................7
4.2.5 Fill Materials and Placement ......................................................................7
4.2.6 Compaction Requirements ........................................................................8
4.2.7 Grading and Drainage ...............................................................................9
4.2.8 Corrosion Protection .................................................................................9
4.3 Foundations .........................................................................................................9
4.3.1 Box Culvert - Design Recommendations ................................................10
4.3.2 Box Culverts - Bedding Recommendations .............................................11
4.4 Seismic Considerations......................................................................................11
4.5 Lateral Earth Pressures .....................................................................................12
5.0 GENERAL COMMENTS ...............................................................................................13
TABLE OF CONTENTS (continued)
Appendix A – FIELD EXPLORATION
Exhibit A-1 Site Location Map
Exhibits A-2 to A-4 Boring Location Plan
Exhibit A-5 Field Exploration Description
Exhibits A-6 to A-14 Boring Logs
Appendix B – LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Atterberg Limits Test Results
Exhibits B-3 to B-4 Grain-size Distribution Test Results
Exhibits B-5 to B-7 Swell-consolidation Test Results
Appendix C – SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
Exhibit C-3 Laboratory Test Significance and Purpose
Exhibits C-4 and C-5 Report Terminology
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable i
EXECUTIVE SUMMARY
A geotechnical investigation has been performed for the proposed Arthur Ditch Bridge
Replacements to be constructed near the intersections of West Mulberry Street and Canyon
Avenue, West Oak Street and South Whitcomb Street, and West Olive Street and South Loomis
Avenue in Fort Collins, Colorado. Nine (9) borings, presented as Exhibits A-6 through A-14 and
designated as Boring No. 1-1 through Boring No. 3-3, were performed to depths of approximately
15½ to 20½ feet below existing site grades. This report specifically addresses the
recommendations for the three (3) proposed concrete box culvert replacements. Borings
performed in these areas are for informational purposes and will be utilized by others.
Based on the information obtained from our subsurface exploration, the site can be developed for
the proposed project. However, the following geotechnical considerations were identified and will
need to be considered:
Existing, undocumented fill was encountered in the borings performed on this site to depths
ranging from about 1½ to 5 feet below existing site grades. However, we believe deeper
fills are present at each site corresponding with the construction of the existing box culverts.
At the time this report was prepared, we did not possess any compaction test records for
the existing fill. Recommendations for the existing fill are presented in this report.
Comparatively soft and/or very moist to nearly saturated soils are anticipated at bearing
depths of the proposed box culverts. These materials should be stabilized prior to
construction of the proposed box culverts and placement of fills to achieve desired
grades.
The proposed replacement box culverts can be constructed on a reinforced concrete
slab within a properly bedded excavation underlain by stable, prepared subgrade
consisting of either properly compacted subgrade or engineered fill. If a pre-cast box
culvert is selected, the base of the structure will constitute a reinforced concrete slab; no
foundation will be necessary.
The 2012 International Building Code, Table 1613.5.2 IBC seismic site classification for all
three sites is D.
Close monitoring of the construction operations discussed herein will be critical in
achieving the design subgrade support. We therefore recommend that Terracon be
retained to monitor this portion of the work.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
report must be read in its entirety for a comprehensive understanding of the items contained
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable ii
herein. The section titled GENERAL COMMENTS should be read for an understanding of the
report limitations.
Responsive Ŷ Resourceful Ŷ Reliable 1
GEOTECHNICAL ENGINEERING REPORT
Arthur Ditch Bridge Replacement (RFP 7525)
Three Intersections
Fort Collins, Colorado
Terracon Project No. 20135038
December 3, 2013
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed Arthur Ditch Bridge Replacements to be constructed near the intersections of West
Mulberry Street and Canyon Avenue, West Oak Street and South Whitcomb Street, and West
Olive Street and South Loomis Avenue in Fort Collins, Colorado. The purpose of these services
is to provide information and geotechnical engineering recommendations relative to:
subsurface soil conditions foundation design and construction
groundwater conditions seismic considerations
grading and drainage earthwork
lateral earth pressures
Our geotechnical engineering scope of work for this project included the initial site visit, the
advancement of nine (9) test borings to depths ranging from approximately 15 to 25 feet below
existing site grades, laboratory testing for soil engineering properties and engineering analyses
to provide geotechnical design and construction recommendations.
Logs of the borings along with Boring Location Plans (Exhibits A-2 through A-4) are included in
Appendix A. The results of the laboratory testing performed on soil samples obtained from the
site during the field exploration are included in Appendix B.
2.0 PROJECT INFORMATION
2.1 Project Description
Item Description
Site layout Refer to the Boring Location Plans (Exhibits A-2 through A-4 in
Appendix A)
Proposed construction We understand the three existing box culverts will be replaced with
new concrete box culverts.
Grading We anticipate cuts and fills on the order of 10 feet will be required
to complete the proposed box culvert replacements.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 2
2.2 Site Location and Description
Item Description
Location
The three proposed box culvert replacement sites are located near
the intersections of West Mulberry Street and Canyon Avenue,
West Oak Street and South Whitcomb Street, and West Olive
Street and South Loomis Avenue in Fort Collins, Colorado.
Existing improvements
The existing concrete box culverts are located in residential
neighborhoods (West Oak Street and South Whitcomb Street;
West Olive Street and South Loomis Avenue) and the parking lot of
a city pool (Canyon Avenue between West Mulberry Street and
West Magnolia Street).
Current ground cover
The proposed construction areas are covered with asphalt
pavements, concrete curb and gutter, concrete flatwork, and
landscaping.
Existing topography The sites are relatively flat.
3.0 SUBSURFACE CONDITIONS
3.1 Typical Subsurface Profile
Specific conditions encountered at each boring location are indicated on the individual boring
logs included in Appendix A. Stratification boundaries on the boring logs represent the
approximate location of changes in soil types; in-situ, the transition between materials may be
gradual. Based on the results of the borings, subsurface conditions on the project site can be
generalized as follows:
Material Description Approximate Depth to Bottom of
Stratum (feet) Consistency/Density/Hardness
Existing asphalt pavement
About 2 to 91/2 inches except in
Boring No. 3-1.
--
Existing aggregate base
course
About 3 to 4 inches in Boring Nos. 1-
2 and 1-3 only.
--
Existing concrete slab
About 3 inches in Boring No. 2-2
only.
--
Fill materials consisting of lean
clay, sand, silt, and gravel
About 1½ to 5 feet below existing site
grades in Boring Nos. 1-1, 1-2, 2-1,
2-2, 2-3, 3-2, and 3-3 only.
--
Sandy lean clay
About 9 to 20½ feet below existing
site grades.
Medium stiff to very stiff
Well-graded sand with silt and
gravel
To the maximum depth of exploration
of about 20½ feet in all borings
except Boring No. 2-1, 2-2, and 2-3.
Very loose to dense
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 3
3.2 Laboratory Testing
Representative soil samples were selected for swell-consolidation testing and exhibited 0.6 to
1.1 percent compression when wetted. Samples of site soils selected for plasticity testing
exhibited low to medium plasticity with liquid limits ranging from 25 to 43 and plasticity indices
ranging from 5 to 21. Corrosivity testing was not completed at the time we prepared this report.
Once this testing has been completed, we will provide test results under separate cover.
Laboratory test results are presented in Appendix B.
3.3 Groundwater
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. The water levels observed in the boreholes are noted on the attached boring logs,
and are summarized below:
Boring Number Depth to groundwater while
drilling, ft.
Elevation of groundwater while
drilling, ft.
1-1 17 4984.6
1-2 18 4984.6
1-3 17 4984.4
2-1 17 4985.1
2-2 16 4986.4
2-3 16 4986.0
3-1 13 4989.0
3-2 13 4989.4
3-3 13.5 4988.7
These observations represent groundwater conditions at the time of the field exploration, and
may not be indicative of other times or at other locations. Groundwater levels can be expected
to fluctuate with varying seasonal and weather conditions, and other factors.
Groundwater level fluctuations occur due to seasonal variations, amount of rainfall, runoff and
other factors not evident at the time the borings were performed. Therefore, groundwater levels
during construction or at other times in the life of the culverts may be higher or lower than the
levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 4
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Based on subsurface conditions encountered in the borings, the site appears suitable for the
proposed construction from a geotechnical point of view provided certain precautions and
design and construction recommendations described in this report are followed. We have
identified geotechnical conditions that could impact design and construction of the proposed
concrete box culverts and other site improvements.
4.1.1 Existing, Undocumented Fill
As previously noted, existing undocumented fills were encountered to depths up to about 5 feet
in the borings drilled at the site. However, we believe deeper fills are present at all three
locations and the fills were placed as part of the construction of the existing channels. We do
not possess any information regarding whether the fill was placed under the observation of a
geotechnical engineer.
Support of concrete box culverts on or above existing fill soils is discussed in this report.
However, even with the recommended construction testing services, there is an inherent risk for
the owner that compressible fill or unsuitable material within or buried by the fill will not be
discovered. This risk of unforeseen conditions cannot be eliminated without completely
removing the existing fill, but can be reduced by performing additional testing and evaluation.
Demolition and removal of the existing box culverts, as well as excavations for the proposed box
culverts, will likely result in complete removal of existing fill below the new structures. However,
we recommend complete removal of existing fill during demolition and recompacting below
repair elements such as pavements, concrete flatwork, curb, and gutter.
While we did not encounter existing fill below a depth of about 5 feet within our test borings, it is
possible that fill may be encountered at greater depths during site excavations. We recommend
that foundation excavations be observed on a full-time basis during construction and the project
team considers budget contingencies for unanticipated fill removal and replacement.
4.1.2 Shallow Groundwater
As previously stated, groundwater was measured at depths ranging from about 13 to 18 feet
below existing site grades. Terracon recommends maintaining a separation of at least 3 feet
between the bottom of proposed concrete box culvert foundations and measured groundwater
levels. It is also possible and likely that groundwater levels below this site may rise. Our
experience in the area suggests a rise in groundwater levels of 3 to 5 feet should be expected
during spring runoff.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 5
4.1.3 Expansive/Collapsible Soils
Laboratory testing indicates the on-site sandy lean clay soils, near the anticipated foundation
depths, exhibited 0.6 to 1.1 percent compression upon wetting at the samples in-situ moisture
content. However, it is our opinion these materials will exhibit a higher expansive potential if the
clays undergo a significant loss of moisture.
This report provides recommendations to help mitigate the effects of soil shrinkage and
expansion. However, even if these procedures are followed, some movement and cracking in
the box culverts and surrounding pavements/concrete flatwork should be anticipated. The
severity of cracking and other damage such as uneven culvert foundations and cracked
pavements/concrete flatwork will probably increase if any modification of the site results in
excessive wetting or drying of the on-site clays. Eliminating the risk of movement and distress
is generally not be feasible, but it may be possible to further reduce the risk of movement if
significantly more expensive measures are used during construction. It is imperative the
recommendations described in section 4.2.7 Grading and Drainage of this report be followed
to reduce movement.
4.2 Earthwork
The following presents recommendations for site preparation, demolition, excavation, subgrade
preparation and placement of engineered fills on the project. All earthwork on the project should
be observed and evaluated by Terracon on a full-time basis. The evaluation of earthwork should
include observation of over-excavation operations, testing of engineered fills, subgrade
preparation, subgrade stabilization, and other geotechnical conditions exposed during the
construction of the project.
4.2.1 Site Preparation
Prior to placing any fill, strip and remove existing vegetation, existing pavements, the
undocumented existing fill, and any other deleterious materials from the proposed construction
areas.
Stripped organic materials should be wasted from the site or used to re-vegetate landscaped
areas after completion of grading operations. Prior to the placement of fills, the site should be
graded to create a relatively level surface to receive fill, and to provide for a relatively uniform
thickness of fill beneath proposed structures.
If fill is placed in areas of the site where existing slopes are steeper than 5:1 (horizontal:vertical),
the area should be benched to reduce the potential for slippage between existing slopes and fills.
Benches should be wide enough to accommodate compaction and earth moving equipment, and
to allow placement of horizontal lifts of fill.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 6
4.2.2 Demolition
Demolition of the existing concrete box culverts should include complete removal of all foundation
systems, below-grade structural elements, pavements, and exterior flat work within the proposed
construction areas. This should include removal of any utilities to be abandoned along with any
loose utility trench backfill or loose backfill found adjacent to existing foundations. All materials
derived from the demolition of existing structures and pavements should be removed from the
site.
Consideration could be given to re-using the asphalt and concrete provided the materials are
processed and uniformly blended with the on-site soils. Asphalt and/or concrete materials should
be processed to a maximum size of 2-inches and blended at a ratio of 30 percent
asphalt/concrete to 70 percent of on-site soils.
4.2.3 Excavation
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment. Excavations into the on-site soils may encounter weak
and/or nearly saturated soil conditions with possible caving conditions.
The soils to be excavated can vary significantly across the site as their classifications are based
solely on the materials encountered in widely-spaced exploratory test borings. The contractor
should verify that similar conditions exist throughout the proposed area of excavation. If different
subsurface conditions are encountered at the time of construction, the actual conditions should be
evaluated to determine any excavation modifications necessary to maintain safe conditions.
Although evidence of underground facilities such as septic tanks, vaults, and basements was not
observed during the site reconnaissance, such features could be encountered during construction.
If unexpected fills or underground facilities are encountered, such features should be removed
and the excavation thoroughly cleaned prior to backfill placement and/or construction.
Any over-excavation that extends below the bottom of foundation elevation should extend laterally
beyond all edges of the foundations at least 8 inches per foot of over-excavation depth below the
culvert base elevation. The over-excavation should be backfilled to the culvert base elevation in
accordance with the recommendations presented in this report.
Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or
groundwater may be encountered in excavations on the site. It is anticipated that pumping from
sumps may be utilized to control water within excavations. Well points may be required for
significant groundwater flow, or where excavations penetrate groundwater to a significant depth.
The subgrade soil conditions should be evaluated during the excavation process and the stability
of the soils determined at that time by the contractors’ Competent Person. Slope inclinations
flatter than the OSHA maximum values may have to be used. The individual contractor(s) should
be made responsible for designing and constructing stable, temporary excavations as required to
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 7
maintain stability of both the excavation sides and bottom. All excavations should be sloped or
shored in the interest of safety following local, and federal regulations, including current OSHA
excavation and trench safety standards.
As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral
distance from the crest of the slope equal to the slope height. The exposed slope face should be
protected against the elements
4.2.4 Subgrade Preparation
After the existing fill, existing concrete box culverts, and deleterious materials have been
removed from the construction areas, the top 8 inches of the exposed ground surface should be
scarified, moisture conditioned, and recompacted to at least 95 percent of the maximum dry unit
weight as determined by ASTM D698 before any new fill/bedding or foundation is placed.
If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the
excavations, the proposed culvert elevations may be reestablished by over-excavating the
unsuitable soils and backfilling with compacted engineered fill.
After the bottom of the excavation has been compacted, engineered fill can be placed to bring
the culvert subgrade to the desired grade. Engineered fill should be placed in accordance with
the recommendations presented in subsequent sections of this report.
The stability of the subgrade may be affected by precipitation, repetitive construction traffic or
other factors. If unstable conditions develop, workability may be improved by scarifying and
drying. Alternatively, over-excavation of wet zones and replacement with granular materials
may be used, or crushed gravel and/or rock can be tracked or “crowded” into the unstable
surface soil until a stable working surface is attained. Use of fly ash or geotextiles could also be
considered as a stabilization technique. Laboratory evaluation is recommended to determine
the effect of chemical stabilization on subgrade soils prior to construction. Lightweight
excavation equipment may also be used to reduce subgrade pumping.
4.2.5 Fill Materials and Placement
The on-site soils or approved granular and low plasticity cohesive imported materials may be used
as fill material. The soil removed from this site that is free of organic or objectionable materials,
as defined by a field technician who is qualified in soil material identification and compaction
procedures, can be re-used as fill for the replacement concrete box culverts. It should be noted
that on-site soils may require reworking to adjust the moisture content to meet the compaction
criteria.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 8
Imported soils (if required) should meet the following material property requirements:
Gradation Percent finer by weight (ASTM C136)
4” 100
3” 70-100
No. 4 Sieve 50-100
No. 200 Sieve 10-50
Soil Properties Value
Liquid Limit 30 (max.)
Plastic Limit 15 (max.)
Maximum Expansive Potential (%) Non-expansive1
1. Measured on a sample compacted to approximately 95 percent of the maximum dry unit weight as
determined by ASTM D698 at optimum moisture content. The sample is confined under a 100 psf
surcharge and submerged.
4.2.6 Compaction Requirements
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the lift.
Item Description
Fill lift thickness
9 inches or less in loose thickness when heavy, self-
propelled compaction equipment is used
4 to 6 inches in loose thickness when hand-guided
equipment (i.e. jumping jack or plate compactor) is used
Minimum compaction requirements
95 percent of the maximum dry unit weight as determined
by ASTM D698
Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content
Moisture content cohesionless soil
(sand)
-3 to +2 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction
to be achieved without the fill material pumping when proofrolled.
3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within
these materials could result in an increase in the material’s expansive potential. Subsequent
wetting of these materials could result in undesirable movement.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 9
4.2.7 Grading and Drainage
All grades must be adjusted to provide effective drainage away from the proposed replacement
concrete box culverts and existing site improvements during construction and maintained
throughout the life of the proposed project. Infiltration of water into foundation excavations must
be prevented during construction. Water permitted to pond near or adjacent to the perimeter of
the proposed box culverts and replacement pavement/concrete flatwork repairs (either during or
post-construction) can result in significantly higher soil movements than those discussed in this
report. As a result, any estimations of potential movement described in this report cannot be
relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate
the fill and/or subgrade.
Backfill against foundations and box culvert walls should be properly compacted and free of all
construction debris to reduce the possibility of moisture infiltration.
4.2.8 Corrosion Protection
Testing for corrosivity potential was not completed at the time this report was prepared. Once
we have completed the testing we will submit a supplemental report with the test results and
recommendations for corrosive potential.
4.3 Foundations
The proposed replacement box culverts can be constructed on a reinforced concrete slab within
a properly bedded excavation underlain by stable, prepared subgrade consisting of either
properly compacted subgrade or engineered fill. Conventional-type spread footing foundations
may also be used to support other related structures. If pre-cast box culverts are selected, the
base of the structure will constitute a reinforced concrete slab; no foundation will be necessary.
Design recommendations for box culvert foundations are presented in the following paragraphs.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 10
4.3.1 Box Culvert - Design Recommendations
Description Value
Maximum allowable bearing pressure 1
On-site sandy lean clay: 2,000 psf
Imported fill: 3,000 psf
Lateral earth pressure coefficients 2
On-site sandy lean clay:
Active, Ka = 0.41
Passive, Kp = 2.46
At-rest, Ko = 0.57
Imported fill:
Active, Ka = 0.27
Passive, Kp = 3.69
At-rest, Ko = 0.42
Sliding coefficient 2
On-site sandy lean clay:
µ = 0.37
Imported fill:
µ =0.56
Moist soil unit weight
On-site sandy lean clay:
ܵ = 120 pcf
Imported fill:
ܵ =130 pcf
Minimum embedment depth below finished
grade 3
30 inches
1. The recommended maximum allowable bearing pressure assumes any unsuitable fill or soft soils,
if encountered, will be over-excavated and replaced with properly compacted engineered fill.
2. The lateral earth pressure coefficients and sliding coefficients are ultimate values and do not
include a factor of safety. The box culvert designer should include the appropriate factors of
safety.
3. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade
soils. The minimum embedment depth is relative to lowest adjacent grade.
For structural design of concrete slabs-on-grade, a modulus of subgrade reaction of 100 pounds
per cubic inch (pci) may be used for foundations supported on the existing cohesive type soils,
and 200 psi if placed on at least 1-foot of granular imported structural fill material.
Terracon should be retained to observe the foundation excavation and subgrade stabilization (if
necessary) prior to construction. If the soil conditions encountered differ significantly from those
presented in this report, supplemental recommendations will be required.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 11
4.3.2 Box Culverts - Bedding Recommendations
To provide for proper support of box culverts, the site must first be prepared. Box culvert
installations should be done by an experienced contractor who understands the importance of
bedding the structure properly. The bedding under the box culverts must be able to support the
full load of the installed box culvert, its contents, and the loading above the box culvert.
The surface and subsurface water should be controlled so dry conditions are available during
excavation and site preparation. Furthermore, during and after installation, dewatering methods
must be used to prevent the migration of bedding materials and to prevent fines from getting
into the groove. Any unsuitable or unstable materials below the plan foundation should be
removed. Rocks within 6 inches of the box bottom should be removed. After the appropriate
excavations are performed and the subgrade is judged stable, the box culverts should be placed
or constructed on compacted granular backfill to the specified line and grades.
Terracon recommends a bedding thickness of at least 6 inches. The bedding should consist of
well-graded crushed stone or crushed gravel meeting the requirements of ASTM C33, gradation
67 (3/4-inch to No. 4) and should be installed and compacted to provide uniform support for the
full length and width of each box culvert section. A 2-inch minimum thickness leveling course of
fine granular base material can be used as required to achieve a level bedding surface. The
final grading for the bedding should be done with a laser or level and grade stakes. For the final
grading, the granular material should be screeded using a screed board as long as the width of
the outside span of the box. If properly done, the final grading will allow an easier installation
while setting the box culvert sections. Improper bedding could prevent the tongue of the box
from being properly started into the groove. It is very important that time be spent to ensure the
box culvert bedding preparation is done correctly.
4.4 Seismic Considerations
Code Used Site Classification
2012 International Building Code (IBC) 1 D 2
1. In general accordance with the 2012 International Building Code, Table 1613.5.2.
2. The 2012 International Building Code (IBC) requires a site soil profile determination extending a
depth of 100 feet for seismic site classification. The current scope requested does not include the
required 100 foot soil profile determination. The borings completed for this project extended to a
maximum depth of about 20½ feet and this seismic site class definition considers that similar soil
conditions exist below the maximum depth of the subsurface exploration. Additional exploration to
deeper depths could be performed to confirm the conditions below the current depth of exploration.
Alternatively, a geophysical exploration could be utilized in order to attempt to justify a more favorable
seismic site class. However, we believe a higher seismic site class for this site is unlikely.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 12
4.5 Lateral Earth Pressures
Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the following table. Earth pressures will
be influenced by structural design of the walls, conditions of wall restraint, methods of
construction and/or compaction and the strength of the materials being restrained. Two wall
restraint conditions are shown. Active earth pressure is commonly used for design of
free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition
assumes no wall movement. The recommended design lateral earth pressures do not include a
factor of safety and do not provide for possible hydrostatic pressure on the walls.
EARTH PRESSURE COEFFICIENTS
Earth Pressure
Conditions
Coefficient for Backfill
Type
Equivalent Fluid
Density (pcf)
Surcharge
Pressure,
p1 (psf)
Earth
Pressure,
p2 (psf)
Active (Ka)
Imported fill - 0.27
On-site sandy clay - 0.41
35
49
(0.27)S
(0.41)S
(35)H
(49)H
At-Rest (Ko)
Imported fill - 0.42
On-site sandy clay - 0.57
55
68
(0.42)S
(0.57)S
(55)H
(68)H
Passive (Kp)
Imported fill – 3.69
On-site sandy clay – 2.46
480
295
---
---
---
---
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 13
Applicable conditions to the above include:
For active earth pressure, wall must rotate about base, with top lateral movements of about
0.002 H to 0.004 H, where H is wall height;
For passive earth pressure to develop, wall must move horizontally to mobilize resistance;
Uniform surcharge, where S is surcharge pressure;
In-situ soil backfill weight a maximum of 120 pcf and imported soil backfill weight a
maximum of 130 pcf;
Horizontal backfill, compacted between 95 and 98 percent of maximum dry unit weight as
determined by ASTM D698;
Loading from heavy compaction equipment not included;
No hydrostatic pressures acting on wall;
No dynamic loading;
No safety factor included in soil parameters; and
Ignore passive pressure in frost zone.
To control hydrostatic pressure behind the wall we recommend that a drain be installed at the
foundation wall with a collection pipe leading to a reliable discharge. If this is not possible, then
combined hydrostatic and lateral earth pressures should be calculated for sandy lean clay
backfill using an equivalent fluid weighing 90 and 100 pcf for active and at-rest conditions,
respectively. For granular backfill, an equivalent fluid weighing 85 and 90 pcf should be used
for active and at-rest, respectively. These pressures do not include the influence of surcharge,
equipment or floor loading, which should be added.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable 14
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as described in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
APPENDIX A
FIELD EXPLORATION
SITE LOCATION MAP
A-1
20135038
11/5/2013
EDB
BCJ
EDB
EDB
Not to scale
Project Manager:
Drawn by:
Checked by:
Approved by:
Project No.
Scale:
File Name:
Date:
Exhibit
Project Site
Arthur Ditch Bridge Replacement (RFP 7525)
1901Colorado Sharp Point Drive, Suite C Fort Collins, Colorado 80525 Fort Collins,
PH. (970) 484-0359 FAX. (970) 484-0454
BORING LOCATION PLAN
1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 A-2
PH. (970) 484-0359 FAX. (970) 484-0454
20125038
11/19/2013
EDB
BCJ
EDB
EDB
1” = 80’
Project Manager:
Drawn by:
Checked by:
Approved by:
Project No.
Scale:
File Name:
Date:
DIAGRAM IS FOR GENERAL LOCATION Exhibit
ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
0’ 40’ 80’
APPROXIMATE SCALE
Approximate Boring Location
1-1
Arthur Ditch Bridge Replacement (RFP 7525)
Northeast of the Intersection of Canyon Ave. and West Mulberry St.
Fort Collins, Colorado
LEGEND
1-1
1-2
1-3
West Mulberry Street
BORING LOCATION PLAN
1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 A-3
PH. (970) 484-0359 FAX. (970) 484-0454
20125038
11/19/2013
EDB
BCJ
EDB
EDB
1” = 80’
Project Manager:
Drawn by:
Checked by:
Approved by:
Project No.
Scale:
File Name:
Date:
DIAGRAM IS FOR GENERAL LOCATION Exhibit
ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
0’ 40’ 80’
APPROXIMATE SCALE
Approximate Boring Location
2-1
Arthur Ditch Bridge Replacement (RFP 7525)
Intersection of South Whitcomb St. and West Oak St.
Fort Collins, Colorado
LEGEND
2-1
2-2
2-3
South Whitcomb Street
West Oak Street
BORING LOCATION PLAN
1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 A-4
PH. (970) 484-0359 FAX. (970) 484-0454
20125038
11/19/2013
EDB
BCJ
EDB
EDB
1” = 80’
Project Manager:
Drawn by:
Checked by:
Approved by:
Project No.
Scale:
File Name:
Date:
DIAGRAM IS FOR GENERAL LOCATION Exhibit
ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
0’ 40’ 80’
APPROXIMATE SCALE
Approximate Boring Location
3-1
Arthur Ditch Bridge Replacement (RFP 7525)
Intersection of South Loomis Ave. and West Olive St.
Fort Collins, Colorado
LEGEND
3-1
3-2
3-3
South Loomis Avenue
West Olive Street
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable Exhibit A-5
Field Exploration Description
The locations of borings were selected by the project team during an on-site meeting. The
borings were located in the field by measuring from existing site features. The ground surface
elevation was surveyed at each boring by the City of Fort Collins.
The borings were drilled with a CME-45 truck-mounted rotary drill rig with solid-stem augers.
During the drilling operations, lithologic logs of the borings were recorded by the field engineer.
Disturbed samples were obtained at selected intervals utilizing a 2-inch outside diameter split-
spoon sampler and a 3-inch outside diameter ring-barrel sampler. Penetration resistance
values were recorded in a manner similar to the standard penetration test (SPT). This test
consists of driving the sampler into the ground with a 140-pound hammer free-falling through a
distance of 30 inches. The number of blows required to advance the ring-barrel sampler 12
inches (18 inches for standard split-spoon samplers, final 12 inches are recorded) or the interval
indicated, is recorded as a standard penetration resistance value (N-value). The blow count
values are indicated on the boring logs at the respective sample depths. Ring-barrel sample
blow counts are not considered N-values.
A CME automatic SPT hammer was used to advance the samplers in the borings performed on
this site. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between
the SPT values and soil properties are based on the lower efficiency cathead and rope method.
This higher efficiency affects the standard penetration resistance blow count value by increasing
the penetration per hammer blow over what would be obtained using the cathead and rope
method. The effect of the automatic hammer's efficiency has been considered in the interpretation
and analysis of the subsurface information for this report.
The standard penetration test provides a reasonable indication of the in-place density of sandy
type materials, but only provides an indication of the relative stiffness of cohesive materials
since the blow count in these soils may be affected by the moisture content of the soil. In
addition, considerable care should be exercised in interpreting the N-values in gravelly soils,
particularly where the size of the gravel particle exceeds the inside diameter of the sampler.
Groundwater measurements were obtained in the borings at the time of site exploration. After
completion of drilling, the borings were backfilled with auger cuttings, sand (if needed), and
asphalt patch (if needed). Some settlement of the backfill and/or patch may occur and should
be repaired as soon as possible.
A-3
A-3
A-3
A-4
A-4
A-4
APPENDIX B
LABORATORY TESTING
Geotechnical Engineering Report
Arthur Ditch Bridge Replacement (RFP 7525) Ŷ Fort Collins, Colorado
December 3, 2013 Ŷ Terracon Project No. 20135038
Responsive Ŷ Resourceful Ŷ Reliable Exhibit B-1
Laboratory Testing Description
The soil samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer. At that time, the field descriptions were
reviewed and an applicable laboratory testing program was formulated to determine engineering
properties of the subsurface materials.
Laboratory tests were conducted on selected soil samples. The results of these tests are
presented on the boring logs and in this appendix. The test results were used for the
geotechnical engineering analyses, and the development of foundation and earthwork
recommendations. The laboratory tests were performed in general accordance with applicable
locally accepted standards. Soil samples were classified in general accordance with the Unified
Soil Classification System described in Appendix C.
Water content Plasticity index
Grain-size distribution
Consolidation/swell
Dry density
0
10
20
30
40
50
60
0 20 40 60 80 100
CL or OL CH or OH
ML or OL
MH or OH
PL PI
9.0
9.0
9.0
4.0
9.0
9.0
Boring ID Depth Description
SANDY LEAN CLAY (CL)
SILTY SAND
SANDY LEAN CLAY
SILTY, CLAYEY SAND
SANDY LEAN CLAY
SANDY LEAN CLAY
CL
SM
CL
SC-SM
CL
CL
Fines
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
"U" Line
"A" Line
35
43
41
25
38
34
17
34
20
20
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
6 16
20 30
40 50
1.5 6 200
810
72.9
44.8
60.9
14.5
55.0
0.9
1.6
2.3
0.0
7.3
14
LL PL PI
%Silt %Clay
1 4
3/4 1/2
60
fine
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
17
34
20
20
18
18
9
21
5
20
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
6 16
20 30
40 50
1.5 6 200
810
0.9 62.0
14
LL PL PI
%Silt %Clay
1 4
3/4 1/2
60
fine
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
16 18
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
3-2 SANDY LEAN CLAY(CL) 34
3-2 9.5
9.0
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
3/8 3 100
3 2 140
COBBLES
GRAVEL SAND
USCS Classification
37.1
D60
coarse medium
9.0
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.6 percent compression upon wetting under an applied pressure of 1,000 psf.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20135038
PROJECT: Aurthur Ditch Bridge
Replacement
SITE: Three intersections
Fort Collins, Colorado
CLIENT: J-U-B Engineers, Inc.
Fort Collins, Colorado
EXHIBIT: B-5
Specimen Identification
9.0 ft
Classification , pcf
1-3 81 26
WC, %
SANDY LEAN CLAY (CL)
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20135038.GPJ TERRACON2012.GDT 12/3/13
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.7 percent compression upon wetting under an applied pressure of 1,000 psf.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20135038
PROJECT: Aurthur Ditch Bridge
Replacement
SITE: Three intersections
Fort Collins, Colorado
CLIENT: J-U-B Engineers, Inc.
Fort Collins, Colorado
EXHIBIT: B-6
Specimen Identification
9.0 ft
Classification , pcf
2-1 94 24
WC, %
SANDY LEAN CLAY(CL)
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20135038.GPJ TERRACON2012.GDT 12/3/13
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 1.1 percent compression upon wetting under an applied pressure of 1,000 psf.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20135038
PROJECT: Aurthur Ditch Bridge
Replacement
SITE: Three intersections
Fort Collins, Colorado
CLIENT: J-U-B Engineers, Inc.
Fort Collins, Colorado
EXHIBIT: B-7
Specimen Identification
9.0 ft
Classification , pcf
3-2 99 19
WC, %
SANDY LEAN CLAY(CL)
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20135038.GPJ TERRACON2012.GDT 12/3/13
APPENDIX C
SUPPORTING DOCUMENTS
Exhibit: C-1
Unconfined Compressive
Strength Qu, (tsf)
0.25 to 0.50
0.50 to 1.00
1.00 to 2.00
2.00 to 4.00
> 4.00
less than 0.25
Non-plastic
Low
Medium
High
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Photo-Ionization Detector
Organic Vapor Analyzer
SAMPLING
WATER LEVEL
FIELD TESTS
(HP)
(T)
(DCP)
(PID)
(OVA)
GENERAL NOTES
Over 12 in. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 sieve (75mm to 4.75 mm)
#4 to #200 sieve (4.75mm to 0.075mm
Passing #200 sieve (0.075mm)
Particle Size
< 5
5 - 12
> 12
Percent of
Dry Weight
Descriptive Term(s)
of other constituents
RELATIVE PROPORTIONS OF FINES
0
1 - 10
11 - 30
> 30
Plasticity Index
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Percent of
Dry Weight
Major Component
of Sample
Trace
With
UNIFIED SOIL CLASSIFICATION SYSTEM
Exhibit C-2
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI 7 and plots on or above “A” line J CL Lean clay K,L,M
PI 4 or plots below “A” line J ML Silt K,L,M
Organic:
Liquid limit - oven dried
0.75 OL
Organic clay K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above “A” line CH Fat clay K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic:
Liquid limit - oven dried
0.75 OH
Organic clay K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
Exhibit C-3
LABORATORY TEST
SIGNIFICANCE AND PURPOSE
Test Significance Purpose
California Bearing
Ratio
Used to evaluate the potential strength of subgrade soil,
subbase, and base course material, including recycled
materials for use in road and airfield pavements.
Pavement Thickness
Design
Consolidation
Used to develop an estimate of both the rate and amount of
both differential and total settlement of a structure. Foundation Design
Direct Shear
Used to determine the consolidated drained shear strength
of soil or rock.
Bearing Capacity,
Foundation Design,
and Slope Stability
Dry Density
Used to determine the in-place density of natural, inorganic,
fine-grained soils.
Index Property Soil
Behavior
Expansion
Used to measure the expansive potential of fine-grained
soil and to provide a basis for swell potential classification.
Foundation and Slab
Design
Gradation
Used for the quantitative determination of the distribution of
particle sizes in soil. Soil Classification
Liquid & Plastic Limit,
Plasticity Index
Used as an integral part of engineering classification
systems to characterize the fine-grained fraction of soils,
and to specify the fine-grained fraction of construction
materials.
Soil Classification
Permeability
Used to determine the capacity of soil or rock to conduct a
liquid or gas.
Groundwater Flow
Analysis
pH
Used to determine the degree of acidity or alkalinity of a
soil. Corrosion Potential
Resistivity
Used to indicate the relative ability of a soil medium to carry
electrical currents. Corrosion Potential
R-Value
Used to evaluate the potential strength of subgrade soil,
subbase, and base course material, including recycled
materials for use in road and airfield pavements.
Pavement Thickness
Design
Soluble Sulfate
Used to determine the quantitative amount of soluble
sulfates within a soil mass. Corrosion Potential
Exhibit C-4
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil
Bearing Capacity
The recommended maximum contact stress developed at the interface of the foundation
element and the supporting material.
Alluvium
Soil, the constituents of which have been transported in suspension by flowing water and
subsequently deposited by sedimentation.
Aggregate Base
Course
A layer of specified material placed on a subgrade or subbase usually beneath slabs or
pavements.
Backfill A specified material placed and compacted in a confined area.
Bedrock
A natural aggregate of mineral grains connected by strong and permanent cohesive forces.
Usually requires drilling, wedging, blasting or other methods of extraordinary force for
excavation.
Bench A horizontal surface in a sloped deposit.
Caisson (Drilled
Pier or Shaft)
A concrete foundation element cast in a circular excavation which may have an enlarged
base. Sometimes referred to as a cast-in-place pier or drilled shaft.
Coefficient of
Friction
A constant proportionality factor relating normal stress and the corresponding shear stress
at which sliding starts between the two surfaces.
Colluvium
Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a
slope or cliff.
Compaction The densification of a soil by means of mechanical manipulation
Concrete Slab-on-
Grade
A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used
as a floor system.
Differential
Movement Unequal settlement or heave between, or within foundation elements of structure.
Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall.
ESAL
Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000
pound axle loads).
Engineered Fill
Specified material placed and compacted to specified density and/or moisture conditions
under observations of a representative of a geotechnical engineer.
Equivalent Fluid
A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral
support presumed to be equivalent to that produced by the actual soil. This simplified
approach is valid only when deformation conditions are such that the pressure increases
linearly with depth and the wall friction is neglected.
Existing Fill (or
Man-Made Fill) Materials deposited throughout the action of man prior to exploration of the site.
Existing Grade The ground surface at the time of field exploration.
Exhibit C-5
REPORT TERMINOLOGY
(Based on ASTM D653)
Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture.
Finished Grade The final grade created as a part of the project.
Footing A portion of the foundation of a structure that transmits loads directly to the soil.
Foundation The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth The depth at which the ground becomes frozen during the winter season.
Grade Beam
A foundation element or wall, typically constructed of reinforced concrete, used to span
between other foundation elements such as drilled piers.
Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock.
Heave Upward movement.
Lithologic
The characteristics which describe the composition and texture of soil and rock by
observation.
Native Grade The naturally occurring ground surface.
Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil.
Optimum Moisture
Content
The water content at which a soil can be compacted to a maximum dry unit weight by a given
compactive effort.
Perched Water
Groundwater, usually of limited area maintained above a normal water elevation by the
presence of an intervening relatively impervious continuous stratum.
Scarify To mechanically loosen soil or break down existing soil structure.
Settlement Downward movement.
Skin Friction (Side
Shear)
The frictional resistance developed between soil and an element of the structure such as a
drilled pier.
Soil (Earth)
Sediments or other unconsolidated accumulations of solid particles produced by the physical
and chemical disintegration of rocks, and which may or may not contain organic matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement system.
Unconfined
Compression
To obtain the approximate compressive strength of soils
that possess sufficient cohesion to permit testing in the
unconfined state.
Bearing Capacity
Analysis for
Foundations
Water Content
Used to determine the quantitative amount of water in a soil
mass.
Index Property Soil
Behavior
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
10 60
2
30
D x D
(D )
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”
whichever is predominant.
L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to
group name.
M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI 4 and plots on or above “A” line.
O PI 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
Modifier
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Trace
With
Modifier
DESCRIPTIVE SOIL CLASSIFICATION
Boulders
Cobbles
Gravel
Sand
Silt or Clay
Descriptive Term(s)
of other constituents
< 15
15 - 29
> 30
Term
PLASTICITY DESCRIPTION
Water levels indicated on the soil boring
logs are the levels measured in the
borehole at the times indicated.
Groundwater level variations will occur
over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
Water Level After
a Specified Period of Time
Water Level After a
Specified Period of Time
Water Initially
Encountered
Modified
Dames &
Moore Ring
Sampler
Standard
Penetration
Test
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
STRENGTH TERMS
RELATIVE DENSITY OF COARSE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
CONSISTENCY OF FINE-GRAINED SOILS
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
< 3
3 - 4
5 - 9
10 - 18
19 - 42
Ring Sampler
Blows/Ft.
> 42
0 - 1
2 - 4
4 - 8
8 - 15
15 - 30
> 30
Standard Penetration or
N-Value
Blows/Ft.
Descriptive Term
(Consistency)
Very Soft
Soft
Medium-Stiff
Stiff
Very Stiff
Hard
Ring Sampler
Blows/Ft.
0 - 6
7 - 18
59 - 98
19 - 58
> _99
Standard Penetration or
N-Value
Blows/Ft.
0 - 3
4 - 9
10 - 29
30 - 50
> 50
Descriptive Term
(Density)
Very Loose
Loose
Medium Dense
Dense
Very Dense
ASTM D422
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20135038
PROJECT: Aurthur Ditch Bridge Replacement
SITE: Three intersections
Fort Collins, Colorado
CLIENT: J-U-B Engineers, Inc.
Fort Collins, Colorado
EXHIBIT: B-4
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20135038.GPJ TERRACON2012.GDT 12/3/13
1-1
1-2
2-1
2-3
3-1
SANDY LEAN CLAY (CL)
SILTY SAND(SM)
SANDY LEAN CLAY(CL)
SILTY, CLAYEY SAND(SC-SM)
SANDY LEAN CLAY(CL)
35
43
41
25
38
0.09
0.197
0.129
0.126
9.5
12.5
9.5
4.75
12.5
1-1
1-2
2-1
2-3
3-1
9.0
9.0
9.0
4.0
9.0
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
3/8 3 100
3 2 140
COBBLES
GRAVEL SAND
USCS Classification
26.3
53.7
36.8
85.5
37.7
D60
coarse medium
9.0
9.0
9.0
4.0
9.0
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
ASTM D422
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20135038
PROJECT: Aurthur Ditch Bridge Replacement
SITE: Three intersections
Fort Collins, Colorado
CLIENT: J-U-B Engineers, Inc.
Fort Collins, Colorado
EXHIBIT: B-3
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20135038.GPJ TERRACON2012.GDT 12/3/13
18
16
18
9
21
5
20
18
73
45
61
15
55
62
LL USCS
1-1
1-2
2-1
2-3
3-1
3-2
ATTERBERG LIMITS RESULTS
ASTM D4318
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20135038
PROJECT: Aurthur Ditch Bridge Replacement
SITE: Three intersections
Fort Collins, Colorado
CLIENT: J-U-B Engineers, Inc.
Fort Collins, Colorado
EXHIBIT: B-2
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20135038.GPJ TERRACON2012.GDT 12/3/13
CL-ML
1-1/2"
b.) Raised center medians shall be 8" barrier curb or 8" epoxy curb only.
Notes:
REVEAL
(FORT COLLINS ONLY)
1-1/2" TO
City of
Engineering
fcgov.com/engineering
J-U-B ENGINEERS, INC.
Fort Collins, CO 80525
3538 JFK Parkway
Fax: 970.377.3935
Phone: 970.377.3602
Suite #1
SCALE:
SIDEWALK DETAIL
N.T.S.
CIP CAST IN PLACE
TOP TOP OF PIPE
OH OVERHEAD ELECTRIC
9
TOTALS 5 2
TABULATION OF SURFACING MATERIAL
LOCATION
AGGREGATE BASE
COURSE (CLASS 6)
AGGREGATE
BASE COURSE
(CLASS 6)
AGGREGATE BASE
COURSE (CLASS 6)
HOT MIX ASPHALT
(GRADING S) (75)
(PG 64-22)
HOT MIX ASPHALT
(GRADING S) (75)
(PG 64-22)
HOT MIX ASPHALT
(GRADING S) (75)
(PG 64-22)
HOT MIX ASPHALT
(GRADING SX) (75)
(PG 64-22)
6 INCH 7 INCH 15 INCH 2 INCH 3.5 INCH 6 INCH 2 INCH
TON TON TON TON TON TON TON
OAK &
WHITCOMB 577.0 0.0 0.0 230.0 0.0 0.0 350.0
TOTALS 577.0 0.0 0.0 230.0 0.0 0.0 350.0
TABULATION OF CURB & GUTTER AND CONCRETE WORK
LOCATION
CONCRETE
SIDEWALK
(6IN)
CONCRETE
DRIVEWAYS
(6IN)
CONCRETE
CURB RAMP
CURB &
GUTTER
(INFALL)
CURB & GUTTER
(OUTFALL)
CURB TYPE 2
(SECTION B) NOTES
SY SY SY LF LF LF
OAK &
WHITCOMB
SW QUADRANT 54 100 18 175 0 0
NW QUADRANT 15 0 18 43 0 0
NE QUADRANT 64 0 19 147 0 0
SE QUADRANT 9 0 19 20 0 0
Totals 141 100 74 385 0 0
TABULATION OF DRAINAGE & IRRIGATION
ITEM
2-9' X 2.5'
CONCRETE BOX
CULVERT (4 SIDED)
(PRECAST)
CONCRETE
CLASS D
(RCB)
REINFORCING
STEEL
(EPOXY)
MANHOLE RING
& COVER
(30IN)
MANHOLE RING
& COVER
(36IN)
INLET SPECIAL
(3' COMBINATION)
15 IN RCP
(CIP)
LF CY LB EA EA EA LF
OAK &
WHITCOMB 0 554
172,667 2 2 3 25
TOTALS 0 554 172,667 2 2 3 25
OTHER DEVICES
ITEM OAK &
WHITCOMB
BARRICADE (TYPE 3 M-A) (TEMPORARY) (EACH) 5
CONCRETE BARRIER (TEMPORARY) (LF) 0
EARTHWORK TABULATION
MATERIAL OAK &
WHITCOMB
UNCLASSIFIED EXCAVATION (CY) 186
MUCK EXCAVATION (CY) 10
EMBANKMENT (CY) 0
STRUCTURAL EXCAVATION (CY) 600
STRUCTURAL BACKFILL (CY) 362
TOPSOIL (CY) 28
SCHEDULE OF CONSTRUCTION TRAFFIC CONTROL DEVICES
SIGNS
SIGN CODE LEGEND DIMENSION
PANEL SIZE
A B C SPECIAL
EA EA EA SF
OAK & WHITCOMB
W1-7 TWO-DIRECTION LARGE ARROW 48"X24" 0 1 0 0
W13-1P 15 MPH 18"X18" 2 0 0 0
W20-1 ROAD WORK AHEAD 36"X36" 2 0 0 0
W24-1(R) DOUBLE REVERSE RIGHT CURVE (1 LANE) 36"X36" 1 0 0 0
W24-1(L) DOUBLE REVERSE LEFT CURVE (1 LANE) 36"X36" 1 0 0 0
R4-7a KEEP RIGHT 24"X30" 2 0 0 0
R9-9 SIDEWALK CLOSED 48"X30" 0 8 0 0
R11-2 ROAD CLOSED 48"X30" 0 1 0 0
R11-3 ROAD CLOSED/LOCAL TRAFFIC ONLY 60"X30" 0 1 0 0
TOTALS 8 11 0 0
42 604 Inlet Special (3' Combination) EACH 3
43 604 Manhole Ring & Cover (30-Inch) EACH 2
44 604 Manhole Ring & Cover (36-Inch) EACH 2
45 607 Fence (Plastic) LF 252
46 608 Concrete Driveways (6-Inch) SY 100
47 608 Concrete Sidewalk (6-Inch) SY 141
48 608 Concrete Curb Ramp SY 74
49 609 Curb and Gutter (Infall) LF 385
50 619 8" PVC C900 DR 18 LF 136
51 619 8"x4" Reducer EA 2
52 619 8" Gate Valve EA 2
53 619 k'JSIX EA 2
54 619 kk'JSIX EA 2
55 619 8"x6" Tee w/ thrust block EA 2
56 619 6" Gate Valve EA 2
57 619 6" PVC C900 DR 18 LF 20
58 619 16" Steel Casing with 3/8" walls LF 29
59 619 6" Solid Sleeve EA 2
60 620 Sanitary Facility EACH 1
SUMMARY OF APPROXIMATE QUANTITIES
ITEM
NO.
SECTION
NO. CONTRACT ITEM UNIT PLAN
AS
CONST.
61 626 Mobilization LS 1
62 630 Flagging HR 80
63 630 Concrete Barrier (Temporary)(includes resets) LF 219
64 630 Barricade (Type 3 M-A)(Temporary) EACH 5
65 630 Construction Traffic Sign (Panel Size A) EACH 8
66 630 Construction Traffic Sign (Panel Size B) EACH 11
67 630 Traffic Control Management DAY 20
68 630 Traffic Control Inspection DAY 45
69 700 F/A Landscaping FA 1
2 Drum Sheeting shall be manufactured for flexible devices.
3 Fixed support signs are defined as all signs that must remain in use outside of working hours. They shall be mounted in
accordance with Standard Plan S-630-1.
4 RS 24 only.
5 White only.
January 31, 2013