HomeMy WebLinkAboutBID - 8165 MULBERRY BRIDGE AT NEW MERCER DITCH BRIDGE REPLACEMENT (2)ADDENDUM NO. 2
SPECIFICATIONS AND CONTRACT DOCUMENTS
Description of BID 8165: Mulberry Bridge at New Mercer Ditch Bridge Replacement
OPENING DATE: 3:00 PM (Our Clock) September 25, 2015
To all prospective bidders under the specifications and contract documents described above,
the following changes/additions are hereby made and detailed in the following sections of this
addendum:
Exhibit 1 – Summary of Approximate Quantities
Exhibit 2 – Project Special Provisions
Please contact Elliot Dale, Buyer at (970) 221-6777 with any questions regarding this
addendum.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT
ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM HAS BEEN
RECEIVED.
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
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 1 of 21
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 2 of 21
EXHIBIT 1 - SUMMARY OF APPROXIMATE QUANTITIES
CITY OF FORT COLLINS August 2015
W. MULBERRY STREET BRIDGE REPLACEMENT BID SET Addendum 1
i
COLORADO
DEPARTMENT OF TRANSPORTATION
SPECIAL PROVISIONS
CITY OF FORT COLLINS
The Colorado Department of Transportation Standard Specifications for Road and Bridge Construction 2011
controls construction of this project. The following Special Provisions supplement or modify the Standard
Specifications and take precedence over the Standard Specifications and plans. When specifications or special
provisions contain both English and SI units, the English units apply and are the specification requirement.
PROJECT SPECIAL PROVISIONS
Description Date Written Page
Index Pages August 2015 i-iii
Notice to Bidders August 2015 1
Commencement and Completion of Work August 2015 2
Contract Goal (Combined) August 2015 3
OJT Contract Goal August 2015 4
Summary of Work August 2015 4a-4b
Revision of Section 101 – Definition of Terms August 2015 5
Revision of Section 102 – Project Plans and Other Data August 2015 6
Revision of Section 105 – Claims for Contract Adjustment August 2015 7
Revision of Section 107 – Performance of Safety Critical Work August 2015 8-9
Revision of Section 107 – Insurance August 2015 10
Revision of Section 107 – Protection and Restoration of Property and Landscape August 2015 11
Revision of Section 109 – Measurement and Payment August 2015 12
Revision of Section 202 – Removal of Concrete Pavement August 2015 13
Revision of Section 202 – Removal of Bridge August 2015 14-17
Revision of Section 202 – Removal of Bridge (Pedestrian) August 2015 18
Revision of Section 202 – Removal of Portions of Present Structure August 2015 19-20
Revision of Section 203 – Excavation and Embankment August 2015 21
Revision of Section 206 – Bed Course (Special) August 2015 22
Revision of Section 208 – Erosion Control August 2015 23
Revision of Section 212 – Tree Retention and Protection August 2015 24-29
Revision of Section 216 – Soil Retention Blanket (Straw/Coconut) August 2015 30
Revision of Section 304 – Aggregate Base Course August 2015 31
Revision of Section 406 – Temporary Pavement August 2015 32-33
Revision of Section 420 – Geotextile Paving Fabric August 2015 34-35
Revision of Section 509 – Stainless Steel Angle (Special) August 2015 36-38
Revision of Section 514 – Pedestrian Railing (Special) August 2015 39-41
Revision of Section 522 – Duplex Coating System August 2015 42-47
Revision of Section 601 – Precast Concrete Vertical Column August 2015 48
Revision of Section 601 – Sandstone Veneer & Color Concrete
Revision of Section 601 – Structural Concrete Coating
August 2015
August 2015
49-57
58
Revision of Section 608 – Concrete Sidewalks (Special) August 2015 59
Revision of Section 608 – Concrete Driveway Entrance (Special)
Revision of Section 619 – Waterline
August 2015
August 2015
60
61
Revision of Section 630 – Construction Zone Traffic Control Devices August 2015 62
Revision of Section 630 – Portable Message Sign Panel August 2015 63-64
Revision of Section 630 – Impact Attenuator (Sand Filled) (Temporary) August 2015 65-66
Force Account Items August 2015 67
Utilities August 2015 68
CITY OF FORT COLLINS August 2015
W. MULBERRY STREET BRIDGE REPLACEMENT BID SET Addendum 1
ii
CITY OF FORT COLLINS
STANDARD SPECIAL PROVISIONS
Date No. of Pages
Revision of Section 101 and 106 – Construction Zone Traffic Control (April, 30, 2015) 2
Revision of Section 105 – Disputes and Claims for Contract Adjustments (November 6, 2014)31
Revision of Section 105 and 106 – Conformity to the Contract of Hot Mix Asphalt (January 15, 2015) 8
(Less than 5000 tons)
Revision of Section 106 – Buy America Requirements (November 6, 2014) 1
Revision of Section 106 – Certificates of Compliance and Certified Test Reports (February 3, 2011) 1
Revision of Section 107 – Project Payrolls (May 2, 2013) 1
Revision of Section 107 - Responsibility for Damage Claims, (February 3, 2011) 1
Insurance Types, and Coverage Limits
Revision of Section 107 – Warning Lights for Work Vehicles and Equipment (January 30, 2014) 1
Revision of Sections 107 and 208 – Water Quality Control, Under One (April 30, 2015) 4
Acre of Disturbance
Revision of Section 108 – Project Schedule (July 31, 2014) 6
Revision of Section 108 – Notice to Proceed (July 31, 2014) 1
Revision of Section 108 – Liquidated Damages (June 4, 2015) 1
Revision of Section 108 – Subletting of Contract (January 31, 2013) 1
Revision of Section 108 – Delay and Extension of Contract Time (April 30, 2015) 2
Revision of Section 109 - Compensation for Compensable Delays (May 5, 2011) 1
Revision of Section 109 – Measurement of Quantities (February 3, 2011) 1
Revision of Section 109 – Measurement of Water (January 06, 2012) 1
Revision of Section 109 – Prompt Payment (January 31, 2013) 1
Revision of Sections 203, 206, 304 and 613 - Compaction (July 19, 2012) 2
Revision of Section 206 – Imported Material for Structure Backfill (July 19, 2012) 2
Revision of Section 206 – Structure Backfill (Flow-Fill) (April 26, 2012) 2
Revision of Sections 206 and 601 – Backfilling Structures that Support (July 29, 2011) 1
Lateral Earth Pressures
Revision of Section 208 – Erosion Log (January 31, 2013) 1
Revision of Section 212 – Seed (April 26, 2012) 1
Revision of Section 213 – Mulching (January 31, 2013) 4
Revision of Section 250 – Environmental, Health and Safety Management (January 15, 2015) 14
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 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 – QC Testing Requirements for Structural Concrete (May 8, 2014) 1
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) 2
Revision of Section 601 – Concrete Slump Acceptance (July 29, 2011) 1
Revision of Section 627 and 708 – Pavement Marking Paint (January 31, 2013) 2
Revision of Section 630 – Retroreflective Sign Sheeting (May 8, 2014) 1
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) 10
Disadvantaged Business Enterprise – Definitions and Requirements (December 26, 2013)9
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 4 of 21
CITY OF FORT COLLINS August 2015
W. MULBERRY STREET BRIDGE REPLACEMENT BID SET Addendum 1
iii
Minimum Wages Colorado, US Department of Labor General Decision (January 9, 2015) 7
Number CO140024, MOD 1, Highway Construction for Larimer, Mesa,
and Weld Counties
On the Job Training (July 29, 2011) 3
Partnering Program (February 3, 2011) 1
Required Contract Provisions – Federal-Aid Construction Contracts (October 31, 2013) 4
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 5 of 21
CITY OF FORT COLLINS August 2015
W. MULBERRY STREET BRIDGE REPLACEMENT BID SET
4a
SUMMARY OF WORK
PART 1 GENERAL
1.25 Modifications to Time of Completion in the Approved Schedule
A. 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.
Monthly Anticipated Calendar Days Lost to Adverse Weather Conditions
JAN FEB MAR APR MAY 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 excepted) 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.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 6 of 21
CITY OF FORT COLLINS August 2015
W. MULBERRY STREET BRIDGE REPLACEMENT BID SET
4b
-2-
SUMMARY OF WORK
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, 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.
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; and
3. To any delays of Subcontractors occasioned by any of the causes specified in paragraphs 1 and 2, above.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 7 of 21
April 30, 2015
1
REVISION OF SECTIONS 101 AND 630
CONSTRUCTION ZONE TRAFFIC CONTROL
Sections 101 and 630 of the Standard Specifications are hereby revised for this project as follows:
In subsection 101.01 add the following:
MASH Manual for Assessing Safety Hardware
In subsection 630.01, delete the first paragraph and replace with the following:
630.01 This work consists of furnishing, installing, moving, maintaining, and removing temporary traffic signs,
advance warning arrow panels, flashing beacon (portable), barricades, channelizing devices, delineators,
temporary traffic signals, mobile pavement marking zones, masking and unmasking existing signs in construction
zones, and concrete barriers as required by the Manual on Uniform Traffic Control Devices for Streets and
Highways and the Colorado Supplement thereto, in accordance with the Contract. Devices shall comply with the
performance criteria contained in NCHRP Report 350 (only applicable for devices developed prior to 2011) or
MASH (acceptable for all devices). Devices temporarily not in use shall, as a minimum, be removed from the
shoulder area. Moving will include devices removed from the project and later returned to use.
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 (only applicable for sign support assemblies developed prior to 2011) or MASH (acceptable for all sign
support assemblies), 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.
In subsection 630.07(a), delete the first paragraph and replace with the following:
(a) Stackable Vertical Panels. Stackable vertical panels shall comply with the crash test requirements contained
in NCHRP Report 350 (only applicable for vertical panels developed prior to 2011) or MASH (acceptable for
all vertical panels) and shall meet MUTCD requirements for vertical panels. Vertical panels shall be
retroreflectorized with Type IV sheeting, in accordance with subsection 630.02. The stackable vertical panels
shall have the following properties:
In subsection 630.07(b), delete the first paragraph and replace with the following:
(b) Stackable Tubular Markers. Stackable tubular markers shall comply with the crash test requirements
contained in NCHRP Report 350 (only applicable for stackable tubular markers developed prior to 2011) or
MASH (acceptable for all stackable tubular markers) and shall conform to MUTCD requirements for Tubular
Markers. The stackable tubular markers shall have the following properties:
In subsection 630.09, delete the second and third paragraphs, and replace with the following:
Work zone devices designated by FHWA as Category I, II, or III, shall comply with the performance criteria
contained in NCHRP Report 350 (only applicable for devices developed prior to 2011) or MASH (acceptable for
all devices). Devices designated as Category IV, including but not limited to portable or trailer-mounted devices
such as flashing arrow panels, temporary traffic signals, area lighting supports, and changeable message signs
are not required to meet NCHRP 350 or MASH requirements.
Except for Category IV devices, the Contractor shall obtain and present to the Engineer the manufacturer’s written
NCHRP 350 (only applicable for devices developed prior to 2011) or MASH (acceptable for all devices)
certification for each work zone device before it is first used on the project.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 8 of 21
January 15, 2015
1
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 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
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 9 of 21
November 6, 2014
REVISION OF SECTION 106
BUY AMERICA REQUIREMENTS
Section 106 of the Standard Specifications is hereby revised for this project as follows:
Subsection 106.11 shall include the following:
The Contractor shall maintain a document summarizing the date and quantity of all steel and iron material
delivered to the project. The document shall show the pay item, quantity of material delivered to the project, along
with the quantity of material installed by the cutoff date for the monthly progress payment. The summary shall also
reconcile the pay item quantities to the submitted Buy America certifications. The Contractor shall also maintain
documentation of the project delivered cost of all foreign steel or iron permanently incorporated into the project.
Both documents shall be submitted to the Engineer within five days of the cutoff date for the monthly progress
payment. A monthly summary shall be required even if no steel or iron products are incorporated into the project
during the month. The summary document does not relieve the Contractor of providing the necessary Buy
America certifications of steel and or iron prior to permanent incorporation into the project.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 10 of 21
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.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 11 of 21
April 30, 2015
1
REVISION OF SECTION 108
DELAY AND EXTENSION OF CONTRACT TIME
Section 108 of the Standard Specifications is hereby revised for this project as follows:
In subsection 108.08, delete (c) and (d) and replace with the following:
(c) Delay. Any event, action or factor that extends the performance period of the Contract.
1. Excusable Delay: A delay that was beyond the Contractor’s control and was not due to the Contractor’s
fault or negligence. The Department may grant a contract time extension for an excusable delay.
A. Compensable Delay: A delay that the Department, not the Contractor, is responsible for entitling the
Contractor to a time extension and monetary compensation. Monetary compensation for compensable
delays will be made in accordance with Subsection 109.10.
B. Noncompensable Delay: An excusable delay that neither the Contractor nor the Department is
responsible for that may entitle the Contractor to a contract time extension but no additional monetary
compensation. Contract time allowed for the performance of the work may be extended for delays due to
force majeure (i.e. acts of God, acts of the public enemy, terrorist acts, fires, floods, area wide strikes,
embargoes, or unusually severe weather).
2. Nonexcusable Delay: A delay that was reasonably foreseeable or within the control of the Contractor for
which the Department will not grant monetary compensation or a contract time extension.
3. Concurrent Delay. Independent delays to critical activities occurring at the same time.
A. The Department will not grant a time extension or additional compensation for the period of time that a
non-excusable delay is concurrent with an excusable delay.
B. The Department may grant time but no compensation for the period of time that a non-compensable
delay is concurrent with a compensable delay.
Delays in delivery of materials or fabrication scheduling resulting from late ordering, financial considerations,
or other causes that could have been foreseen or prevented will be considered nonexcusable delays.
However, delays caused by fuel shortage or delay in delivery of materials to the Contractor due to some
unusual market condition caused by industry‑wide strike, national disaster, area‑wide shortage, or other
reasons beyond the control of the Contractor which prevent procurement of materials or fuel within the
allowable contract time limits will be considered excusable delays.
(d) Extension of Contract Time. The Contractor’s assertion that insufficient contract time was specified is not
a valid reason for an extension of contract time. For time extension requests, the Contractor shall provide
a two-part submittal: part one shall consist of a written notice of the delay and part two shall consist of the
Contractor’s delay documentation and supporting analysis.
Part 1: The Contractor shall provide the written notice of delay within seven days of the delay occurrence.
The notice shall describe the delay and include documentation substantiating the nature and cause of the
delay. Failure to submit the written notice constitutes a waiver of entitlement to additional time or
compensation.
Part 2: This shall be submitted within 30 days of the written notice. The Contractor shall include all
documentation needed to support the time extension request. In order to request additional contract time
for an unexpected delay, the Contractor shall provide a contemporaneous schedule analysis in
accordance with subsection 108.03. The schedule analysis shall show that the delayed activity or
activities were on the critical path or became critical due to the delay.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 12 of 21
April 30, 2015
2
REVISION OF SECTION 108
DELAY AND EXTENSION OF CONTRACT TIME
The Engineer will base a determination of an allowable contract time extension on:
(1) The current Schedule in effect at the time of the alleged delay;
(2) The supporting documentation submitted by the Contractor;
(3) The contemporaneous schedule analysis; and
(4) Any other relevant information available to the Engineer.
For a time extension request resulting from a change order, the Contractor shall demonstrate the delay to
the project completion date by:
(1) Inserting a fragnet containing the change order activities into an unprogressed copy of the schedule
that is current at the time of the change order;
(2) tying the fragnet into the schedule logic; and
(3) Recalculating the schedule.
The Department will not consider delays to activities which do not affect the performance period of the
Contract as a basis for a Contract time extension. If the Engineer grants a contract time extension, the
revised Contract Completion date will be in effect as though it were the original contract date.
A Contractor’s failure to have an approved, or approved with comments, current project schedule in place will
preclude the Department from considering a Contractor’s a time extension request.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 13 of 21
January 15, 2015
2
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
If the test result is above the maximum specified limit, then
PF = 1.00 – [0.25(TO
- TU
)/V]
If the test result is below the minimum specified limit, then
PF = 1.00 – [0.25(TL
- TO
)/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):
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
(PF1
+ PF2
) (PF2
+ PF3
)(PF1
+ PF2
) (Pn2
– PnX
)
(1) PF = ------------------ + [ ------------------ - --------------------] x ------------------
2 2 2 (Pn2
– Pn3
)
January 15, 2015
3
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
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.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 15 of 21
January 15, 2015
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
> 201 0.15221 + 0.92171 (QL/100) 1.060
(g) Process I/DP Computation.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 16 of 21
January 15, 2015
5
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
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.
(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.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 17 of 21
January 15, 2015
6
REVISION OF SECTIONS 105 AND 106
CONFORMITY TO THE CONTRACT OF HOT MIX ASPHALT
(LESS THAN 5000 TONS)
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. Dispute of the acceptance test results in
accordance with CP-17 will not be allowed unless a provision for check testing has been included in the
Contract and it has been successfully completed. All materials being used are subject to inspection and
testing at any time prior to or during incorporation into the work.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 18 of 21
January 15, 2015
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.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 19 of 21
January 15, 2015
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.
Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 20 of 21
April 30, 2015
2
REVISION OF SECTIONS 101 AND 630
CONSTRUCTION ZONE TRAFFIC CONTROL
In subsection 630.10(a) (3) (iii), delete the third paragraph, and replace with the following:
Groups 1 and 2 shall each be equipped with a truck-mounted Advance Warning Flashing or Sequencing Arrow
Panel (C Type), and a truck mounted impact attenuator. The impact attenuator shall be located on the rearmost
vehicle of each group. A separate vehicle for this attenuator may be used. Each truck-mounted impact
attenuator shall be certified by the manufacturer to be able to withstand a 62 MPH impact in accordance with
NCHRP 350, Test Level 3 (only applicable for truck-mounted impact attenuators developed prior to 2011) or
MASH, Test Level 3 (acceptable for all truck-mounted impact attenuators). The cone setting truck and the cone
pickup truck shall not be the same vehicle.
In subsection 630.16, delete the 5th paragraph.
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Addendum 2 – 8165 Mulberry Bridge at New Mercer Ditch Bridge Replacement Page 14 of 21
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EXHIBIT 2 - PROJECT SPECIAL PROVISIONS